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CC-13-2139Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-227597 Permit Number: CC -9-13-2139 Scheduled Inspection Date: February 05, 2015 Permit Type: Commercial Construction Inspector: Rodriguez, Jorge Inspection Type: Final Building Owner: , TROPICAL CHEVROLET Job Address: 8880 BISCAYNE Boulevard Miami Shores, FL Project: <NONE> Work Classification: Addition Phone Number (305)754-7551 Parcel Number 1132060200880 Contractor: GSD CONTRACTING LLC Phone: (954)961-4222 comments ADD 800 SQ FT SERVICE AREA INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-221681. CREATED AS REINSPECTION FOR INSP-199619. not ready for inspection Contractor must be on site. Failed ❑ I CALL CARL 954-612-7587 Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. February 04, 2015 For Inspections please call: (305)762-4949 Page 25 of 39 Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type COMMERCIAL CONSTRUCTION Bldg. Permit No. CC -09-13-2139 Owner TROPICAL CHEVROLET Contractor Subdivision/Project __ NONE GSD CONTRACTING LLC Date Issued 2/06/2015 Occupancy Construction Type II -B Load Square Footage Description of Work 800 ADD 800 SO FT SERVICE AREA Location 8880 Biscayne Blvd Miami Shores FL 33138 103 Occupancy BUSINESS Type Applicable 2010 FLORIDA BUILDING Code Building Officials ApprovalIsmael Naranjo, CBO Not Transferable POST IN A CONSPICUOUS PLACE "Building Trust)' DATE: S. 19.14 (hand delivered to Jorge) CONTRACTOR'S NAME: ARCHITECT'S NAME: ATTACHED: TROPICAL CHEVROLET MIAMI SHORES, FL. PERMIT # CC13-2139 TRANSMITTAL GSD Contracting LLC 4675 Anglers Ave. Ft. Lauderdale FI. 33312 954.961.4222 Lori Steele, Supt. 561.670.8324 NUDEL CONCRETE COMPRESSION STRENGTH REPORTS: 0001, 0002, 0003 c 1215 Wallace Drive • DelrayBeach, FL 33444 (561) 347-0070 • (561) 395-5805 (fax) CONCRETE COMPRESSION STRENGTH REPORT Project 1D: ' 14-0454.00 Report ID; 0001 Permit No:' Project Name: Tropical Chevrolet Project Address: 8880 Biscayne Boulevard, Miami Shores, FL Client Name: GSD Contracting Placement Location: ondation strip at the North side No of Samples Cast: F41 Date: 311912014 Time: 1:24 PM Cast by GFA: Yes Contractor. F Water Added (Gal)`. Ad Mixture: N/A Truck Na 146 Supplier. Universal Ticket No: 000046581 Batch Time: 12:24 PM Field Tech: Quesly Alexis Load Size (CY): 10 Air Temp (°F): ' Total Yards: 30+ Mix Temp (°F): 83 Mix Designation: 3000 Regular Air Content (%): N/A Mix Type: Regular Unit Weight (PCF): N/A Slump (in): 5 Specimen Size (in): 4 x 8 Mix Strength (psi): 1 3000 at 28 Days Field ID: TRAP LAB RESULTS Age In Days 07 28 28 Date Tested 3/26/2014 4/16/2014 4/16/2014 Total Load (lbs): 29,330 60,110 64,890 Cross Sectional Area (Sq in): 12.63 12.63 12.63 Computed Strength (PSI): 2,320 4,760 5,140 Fracture Type 4 4 4 Remarks: Test Method ASTM : C 31 1 C 39 j C,1431 C 1721 C 173 j C 1064 Fracture Type - �yst��hi� Respectfully Submitted: spit x'01, GFA International, Inc. •es••6 +R f* FBPE CA # 4930 .+Carlos Mercado d 0_l tt1i ,, 14 Type l Type 2 Type 3 Type 41.0 1 r ! i x 6 s a: A. 0 .JL IVE i ' b � ` rofessional Engineer # 71707 Test report shall not be reproduced, except in full, without the writts val�.!�iln•- Fdti ,.` State of Florida ,�, R Environmental • Geotechnical • Construction Materials Testing •.,,n+ ,etior�s • Plan Review a.,npliance Florida's Leadingon www.teamg. rr>kt1ft/M t�ftw 1215 Wallace Drive • Delray Beach, FL 33444 (561)347-0070 • (561) 395-5805 (fax) v CONCRETE COMPRESSION STRENGTH REPORT Project 1D: 14-0454.00 Report lD:F--0-0-02--1 Permit No: Project Name: Tropical Chevrolet Project Address: 18880 Biscayne Boulevard, Miami Shores, FL Client Name: GSD Contracting Placement Location: rIllarfills No of Samples Cast: F Date: 3/21/2014 Time: Ir11:30AM Cast by GFA: ,- No - Contractor: GSD Construction Water Added (Gal): Ad Mixture: N/A Truck No: Supplier: Universal Ticket No: Batch Time: Field Tech: Client Load Size (CY): 10 Air Temp (°F): Total Yards: 10 Mix Temp ff):- Mix Designation: Air Content (%): N/A' Mix Type: Regular Unit Weight (PCF): N/A Slump (in): Specimen Size (in): 4 x 8'. Mix Strength (psi): 3000 at 28 Days Field ID: CHEVY LAB RESULTS ' Age In Days 07 28 28 Date Tested 3/28/2014 4/18/2014 4/18/2014 Total Load (lbs): 36,130 43,210, 46,840 Cross Sectional Area (Sq in): 12.57 12.57 12.57 Computed Strength (PSI): 2,870 3,440 3,730 Fracture Type 5 4 4 Remarks: Test Method ASTM: (;;31 1 C 39 1 G 143 1 C 172 1 C 173 1 C 1064 Fracture Type Ot$014100%, Respectfully Submitted: We P'U;, $, �rf; GFA International, Inc. �' �' '*�` N�r.•�• �ir�+ FBPE CA # 4930 Carlos Mercado 'n'Pe 1 type 2 '4'Pe 3 T�yPe 4 #__ t. ,�•,.. '1e 6tk A� A. o Test report shall not be reproduced, except in full, without the vvdff-, 1% Environmental • Geotechnical • Construction Materials Testing o+Ae ; y� Florida's Leading (jN, : uwwv.teamgwJl rM111%%0 ? `'rofesslonal Engineer * 71707 '-'State of Florida 1215 Wallace Drive `• Delray Beach, FL 33444 (561) 347-0070 • (561) 395-5805 (fax) ti NAt CONCRETE COMPRESSION STRENGTH REPORT Project ID: 14-0454.00 Report ID; 0003 Permit No: ' Project Name: I Tropical Chevrolet Project Address: 18880 Biscayne Boulevard, Miami Shores, FL Client Name: I GSD Contracting Placement Location: ilZcells at West elevation wall (1st lift) No of Samples Cast: F-4--] Date: 3/26/2014 Time: 2:33 PM Cast by GFA: Yes Contractor: GSD contracting Water Added (Gal): Ad Mixture: N/A_ Truck No: 133 Supplier. Universal concrete Ticket No: 46691 Batch Time: 1:46 PMField Tech: Victor Pinto Load Size (CY): 6 Air Temp (°F): 72 ' Total Yards 6/6_ Mix Temp (°F): Mix Designation: 3000 course grout Air Content (%): N/A Mix Type: Grout Unit Weight (PCF): N/A Slump (in): 7 Specimen Size (in)`. Grout Box Mix Strength (psi): 3000 at 28 Days Field ID: CHEYA LAB RESULTS Age In Days 07 28 28 Date Tested 4/2/2014 4/23/2014 4/23/2014 Total Load (lbs): 29,390 68,420 64;910 Cross Sectional Area (Sq in) 10.57 10.57 10.57 Computed Strength (PSI): 2,780 6,470 6,140 Fracture Type Remarks: Test Method ASTM : C 39 C 143 C 1019 was modified to use a corrugated cardboard box to cast the samples. Fracture Type ,1 ,-:,��, tt�str�trtfuNy Submitted: FM 47 ►�$;;;,�;M ational, Inc. LJ Y *J Carlos Mercado 61 Type TYP? 2. TYPe 3 TYPe 4. Type 5 = i.yp. 4.� / , - , a� 5:1 PM lif I l,r1 �; �. , A. t �er�atitt,''r?E`' Ho• ;asio tihgineer # 79707 i 1<!tT a 4F ` Test report shall not be reproduced, except in full, without the written approval of GFt"#•��•�atid� �.a• , of+.'Q Environmental • Geotechnical • Construction Materials Testing • Special and Th.. r :yew and Code Complian Florida's Leading Engineering Soy!/��,14 1 �j www.teamgfa.com tgtf111�i1 IGj I TROPICAL CHEVROLET MIAMI SHORES, M PERMIT # CCi3-2i" TRANSMITTAL DATE: 5.14.14 (hand delivered to Jorge) CONTRACTOR'S NAME: GSD Contracting LLC 4675 Anglers Ave. Ft. Lauderdale Fl. 33312 954.961.4222 Lori Steele, Supt. 561.670.8324 ARCHITECT'S NAME: NUDEL ATTACHED: WELDER'S CERTIFICATES M- - American Testing & Inspection 25250 SW 137th Ave. Homeateii, IF] W32 DaM T000d: 021071203 Lab Number:. TI -M-910 FICATION TEST REPORT WeldctOs NarnatFolix B. Diaz WELDERM 0?BkAT0X,__- M COMMON. N/A A.W.S. W.P.S. No. APT 92910 SUPPLMONT No.: Q PR0C13SS(HS)- a" MA14UAL: X AUTOMATIC- MACHINE- POSMON: Ca PROGRESSION: UPMIU, PASM SINGM.— MULTIPL& X 'rss!r BASIS METAL SPBC:CAQLAM WHO ASTM AU MATT, Xu.W MArI, THICK'.0.290- PlLl,9KM1YrALSPP-C-!&WA-&U CLASSTIVICATION:1360I0&M PNo..3&4 S=:41 1/9. CURR-IW- ;-AQ---8HtMD1NG-GAS'.-N1A-' - - --FLOW-RATE-P ! A- ------ BACKIN(i., VISUAL 1-83T MOLTS; PASS: FALL:— GUIDED BY= TEST RESULTS-, PASS: 2j PATI,:—� RAMOGRAPOIC THST ReSULTS: PASS, FAIL: -TEST)TW,38HDBY;. RMAMMMW-RA. DIOGRAPIMNIA MOCESS QUALIFIED FOR: SMAW. TIUCKNESS QUALYFIED FOR: -tbjs&j6Q_-PIPB MR., POSITION QUAUFMD FOR; QXQM PLATE: All ALL MAI%, ALL PIPS. ALL AIJ. PIPE: ALI, 'We corft that the statotneats In tW9 r000rd are Wrroot wxi that the test Wej tu were welded 9 itlt the W91dMuciga of neo IW.91 oftion of; API 1104. A.W.S. C -W-1--, 9DOAR 1, ALFONSO Reviewed By. Ame' * can Testing & Inspection. 25250 SW 137th Ave. Homesteido F .3032 .Date Tasted : 02/0712013 Lob Number:A174,71-910 M ER QUALIFXCAT , , RRM Waf�c�x's N�:Mt,�uQl tSlrattaa SSN::�.r.�.9� WELDVWX »._. OPERATOR. BYE C *RZCTtON:I' /A .� j AMA W P -S. Not Arf 9a910 bIIPPLLri�gBN�' Na.; PROCESS(ES): $11 MANUAL,. X AUTOMATIC:,,,..._ MACHINE;___ POSITION: �.t,)i i' ROCii+tR4ISION. UP141LL PAS$RS: SII+iCII,,E;,,..— MULTIPLE:1C TEST BASE METAL SPEC: f QR_4, = SPEC: ASTM &I MA'L'I, Ng,L�:� MA7'1I, TIRCK:0,20. MILER METAL SPEC.: MAU CLASSIFICATION. B6010 & FW -.3&4 i ! __ _-CiJItRBNL;AC: 1 C X !(!} _ __-SHIELDING GAS, N/A _. I,'WW RATS: i3At'lCtl�it#: VISUAL TEST RESULTS: PASS: X FAIL;._,., GUIWHD BUND TEST RESULTS: PASS: ;K RADIOGRATFUIC;'TLST RESULTS, 1?ASS:...,.,.,,,. FAIL: TUST WITNESSIB7 BY:. RA'DIOGWI- I3R, NIA 9WALIf W, PPLOCESS QUALIFIED V0k: SMAV. THICKNESS QUALIFIED FOR, iUga4,4.UL, PIP13 DIAIL =&j%,Uh1 ,1!,, M}SITION QUALIFIED FOR; AIL A.I.I. PLATA: ATI, PIPS, ALL ALL PIPE. ALL Wv certify Wat tltc s#tternt+uts In this record tue carieot and that they test ml ds wo'V "CPQ t. tt H� toted -h) ttecorttAnets w1ttA the crgniromtmfis of the talon edition at: API 1104. nm A.W.S. G,'W,I.. MOAN+ . J. AT FONSO Reviewed By' vut lip, Wf 1 /2QfS i s i a ' a.=4 A.r and 1. ��.��c�c�trr�n.� Inc. _ 4'! t 4 ••.t .:. ' t Date rested• S/8/08 Lab Number: (},_: 8-162 A.'�'t'.S. tl.'T.; . # 990203 W�L,IQ►. �'R iI.A..T1��'ZCA,TZt7►N TEST RICCORI} Client-. Lite Crete Inc. Wetdcrr' Marne: R�i__uardo $ Address: 8095 N.W. 64' Street Muni FL 34C. 3 6b 1i'eldcr: N ()Perator• Social Security #: ,c tx-XX ,3959 - --__-- f _— ry'D Correction: N/A jjTESTI jg VARIARr x c 1 AWS SATS YU.: PZ l L 1l n1 SEFF'P1.EM1tF,1i' NO.; � J PREH',bSS(ES); �S,LtiY.__1VU.:�IJ'S�S -SI.:TE:S'r' PROOPESgIO:Y: � ti IY!'E.: ItiA� rOSRIOiv: > HASP METAL SPF,C_: PASSES; W1 LTpjf BEA D: • ��-�-� 1<'Ff,L1:R META1. SP$C.: htAYFRIALNO,:,g.t MATERIAL THICK.- C'URRE'NT: �QS`v4rs�r CIASSIFICAIJON: 7( NO.., �. -I'— SEZE: :iS^ STITELDING GAS: •NL&_ BACKINC: 1/1" Plate F "ISUAC TEST nFSi,LTS: PASS- k FAIL: BEND Tf;Sr Rr.SUL'2S: .. PASS: _ FAIL• IUDI OC _APL1ICTFS7'ri£SULZY,': —� PASS: .X FAIL:_ E •ITs r 4YYI'NmED BY: lav I'"�� = .1V.S.."..("W - RADIOCRAPIMR: MlsrkSslfridv4 v f 1 � !" UA.LIFZCA.'!'I4;V'VARIAI3I�ES PROCESS QL'ALIF-fa) roR: t lV 7'I" IMESSQUALIFIED FOR: POSIT IONS; GR00VI% PILLET PLATE; Fiat, Ilorizontat, Vertical ertica PIPE> Zan *; Flat, Horizontal, Vertical PLATE: Flat, Horizontal, Vertical * kl'ith beckin or b� E �` uCiij`011EfItL� t'II'E; Flat, Horizontal Vcttjcai : ;^EzzTlxtcaq'I()N STATEMENT We cw.K that the Statencats in this record are co tand MOI the requirements of the latest cditi that Ght test welds were prepared, >3elded and tc:tc.d in vis ( i<ccorc'an e a that DI.t -- Strtictural Welding Cotte - Steel. S,CAv.1.:. gvid Ortinor.�1 C;{ Cert. #: 9708001$—. evsewed By; .,' DAVID Ofs(jOM 9I0900i9 to �� / Date Tested: 02/28/2014 Client: Litecrete, Inc Welder Name: Omar Mendez Welder: X American Testing & Inspection P.O Box 971801 Miami, F133197 WELDER QUALIFICATION TEST REPORT Lab Number: ATI -047 Address: 8095 NW 64 St. Miami, FL 33166 Welder ID• 9022 Operator: _ Eye Correction: N/A TESTING VARIABLES AWS WPS No: B2.1-1-001-90 Supplement No: G Test No: D1.1 -SM -F4 -Ml -1F -L Process (es): SMAW Manual: X Semi -Automatic: _ Automatic: — Machine: Position: Vertical Progression: LTJ Single or Multiple Pass: Multiple Test Base Metal Specification: ASTM: A-36 To: ASTM: A-36 Material No: M1 To Ml Test Material Thickness: 1" Filler Metal Spec: AWS 5.1 Filler Metal Class: E 7018 F No: 4 Size: 1/8 r Shielding Gas: N/A Flow Rate: N/A Backing: 1/4" Current: DC, TEST RESULTS Visual Test Results. Pass. X Fail Bend Test Results: Pass: X Fail: Fracture Test Root Penetration: Pass: N/A Fail: Macroetch: Pass: N/A Fail: Radiographic Test Results: Pass: N/A Fail: Test witnessed By: Edgar J. Alfonso CWI # 09080191 Radiographers: N/A Process (es) Qualified For:SMAW Thickness Qualified For: 1/8" to I" Plate/Pipe DIA:24" OR Greater W/Backine or BackGou2in2 POSITIONS) QUALIFIED FOR GROOVE FILLET Plater 1G, 2G, & 3G Plate: IF, 2F, & 3F Pipe: 1G, 2G, & 3G Pipe: 1F, 2F, & 3F CERTIFICATION STATEMENT We certify the statements in this record are correct and that the test welds were prepared. Welded and tested in : the latest edition of the AWS D1.1, Section IV E*t ai. 0q#6.-' CWI Reviewed By: EdW J : so (786) 332-7132 Q" 09M191 Exp. Date: 02/28/2015. <<*>QC1 EYP. 8/1120/5 the requirements of "Buil ng Trust" PERMIT # CC13-2139 PROJECT: TROPICAL CHEVROLET SUBMITTED BY: GSD CONTRACTING, LLC 8880 BISCAYNE BLVD. 4675 ANGLERS AVE. MIAMI SHORES, FL. FT. LAUDERDALE, FL GFA INTERNATIONAL TESTING REPORTS REPORT ID: P-01 COMPACTION P- 02 COMPACTION D-01 DENSITY REPORT D-02 DENSITY REPORT D-03 DENSITY REPORT Hand delivered to Miami Shores Building Dept. 5.13.14 Sieve Results Sieve 1215 Wallace Drive • Delray, Florida 33444 581 347-0070 .• 561 395=5805 fax Retained 'FRNA?tO�Pv lbsPercent Laboratory Compaction Characteristics of Soil. Using Modified Effort (Proctor) 19 ASTM D 1557 Project: Tropical Chevrolet Project ID: 14-0454.00 3/8" 9.5 Address: 8880 Biscayne Boulevard Report ID: P-001 Client: GSD Contracting Permit Number: # 4 4.75 Soil Location: Bottom of Footers / Existing Material / Sample ID:7110 Sampled By: JC Mendez Date Sampled: 3/12/2014 Pan 0 Tested By: Michael Lenz Date Tested: 3/13/2014 Soil Description: Brownish Yellow Fine Sand Soil Classification: Test Method Used: Method C Preparation Method Used: Moist Type of Rammer: Mechanical As -received Water Content: Specific Gravity: _ Specific. Gravity Test Type: Comments: Sieve Results Sieve Size (mm) Weight Retained Retained lbsPercent 3/4" 19 0.1 0.2% 3/8" 9.5 0.1 0.2% # 4 4.75 0.2 0.3% Pan 0 54.0 99.4% 106 Maximum Dry Density (pcf) _105.6 Optimum MoistureLL ("k) v 11.8 IL z W D ,+re` los Mercad AT +Nr , NC. 46 Apr 17 2014 1 53 AM 105 ..- 6 7 8 9 10 11 12 13 14 Z. 4ns�f4 MOISTURE % "r :•�Iv'S-AIF ��*' + �' > >• r #71707 Test report shall not be reproduced, except in full, without the written approval of GFA Intematior{�#� i� 4`r,U.!N, A!list Ali Environmental • Geotechnical • Construction Materials Testing • Special & Threshold Inspections • Plan Review &Code Compliance Florida's Leading Engineering Source www.teamgfa.com Sieve Results Sieve t _ 1215 Wallace Drive • Delray, Florida 3 561 347-0070 • ' 561 395-5805 ax ' Percent Retained -'E9NA'it�� lbs Laboratory Compaction Characteristics of Soil Using Modified Effort (Proctor) 19 3.0 ASTM D 1557 3/8" 9.5 4.8 Project: Tropical Chevorlet Project ID: 14-0454 4.75 5.9 Address: 8880 Biscayne Boulevard, Miami Shores,Florida Report ID: P-002 039:3 Client: GSD Contracting Permit Number: Soil Location: Existing Subgrade at Ground Level /Sample ID# 7111 Sampled By: JC Mendez Date Sampled: 3/12/2014 Tested By: David May Date Tested: 3/18/2014 Soil Description: Gray Sand with a little Rock Soil Classification: Test Method Used: Method C Preparation Method Used: Moist Type of Rammer: Mechanical As -received Water Content: Specific Gravity: Specific Gravity Test Type: Comments: Sieve Results Sieve Size (mm) Weight Retained Percent Retained lbs 3/4" 19 3.0 5.6% 3/8" 9.5 4.8 9.0% # 4 4.75 5.9 Pan 039:3 74.2% RECEIVED APR 16 2014 1215 Wallace Drive •Delray Beach, FL 33444 (561) 347-0070 • (561) 395-5805 (fax) r� IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Tropical Chevrolet Project ID: 14-0454.00 Address: 8880 Biscayne Boulevard, Miami Shores, FL Report ID: D-0001 Client: GSD Contracting Date: 3/12/2014 Permit No: Field Tech`. JC Mendez Test Mode: Direct Transmission Area Tested: Footers Soil Description: Brownish Yellow Fine Sand Proctor / LBR ID: P-001 Max Density (PCF): 105.6 Opt Moisture (%): 11.8% Test Standard: D 1557 Compaction Required (%): 98.0% Depth (in) 'Elev Wet Density (PCF) Dry Density (PCF) Moist. (% ) Compaction Location % Results 1 A and 0.15 12 BOF 112.8 107.0 5.4% 101% Pass C and 1 12 BOF 111.6 106.2: 5.0% 101% Pass 3 E and 0.1 12 - ' BOF _ -108.5 104.4 3.8% 99% Pass 4 J and 0.1 - 12 BOF 110.2 105.7 4.3% 100% Pass 5 6 7 8 9 1 0 1 1 1 2 Testing Gauge Information: Manufacturer: Troxler Model: 3440 S/N: 20391 Density Standard (DS): 1869 Moisture Standard (MS): 683 Remarks: s1i11H1� Legend for Elevation: ��,� A. Respectfully Submitted: PR = Proofroll 1, 2, 3 = 1 st, 2nd, 3rd Lift �4� ;.*•*+7q? ••+;0G' .ori, GFA International Inc. SL = S rin line FL Final Lift �4��•'_'+'` �a•''� 'p g + w . FUP&W rcado SG = Subgrade BG = Below GradeApr 9 2014 12:1 S Pil>tlofa BC Basecourse BOF = Bottom of Footing +k �.- tCarlos A. Mercado, P.E. TOP = Top of Pipe FG = Finished Grade • X F * AU Professional Engineer # 71707 �6 err Y Test report shall, not be reproduced, except in full, without the writtc�+ ��ij `Yf GFA : ' State of Florida i�~ir, Environmental • Geotechnical • Construction Materials Testing • , w a �+* ` " sections Plan Review f plia�nyce Florida's Leading wwwaeamgfa.�.3iil itl4� RECEIVED APR 16 2014 1215 Wallace Drive .. Delray Beach; FL 33444 (561) 347-0070 • (561) 395-5805 (fax) +v IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) = ASTM 6938 Project: Tropical Chevrolet Project ID: 14-0454.00 Address: 8880 Biscayne Boulevard, Miami Shores, FL Report ID: D-0002 Client: GSD Contracting Dater 3/14/2014 Permit No:7 Field Tech: JC Mendez Test Mode: Direct Transmission Area Tested: Tower entrance footers Soil Description: Brownish Yellow Fine Sand Proctor / LBR ID: P-001 Max Density (PCF): 105.6 Opt Moisture (%): 11.8% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Elev Wet Dry Moist. Compaction Depth Density Density (%)o Location (in) (PCF) (PCF) /o Results 1 Tower entrance, North footer 12 BOF 109.4 105.2 3.9% 100% Pass Tower entrance, South footer 12 BOF 409.6 104.3 5.1% 99% Pass 3 4 5 . 6 8 1 0 1 1 2 Testing Gauge Information: Manufacturer: Troxler Model: 3440 S/N: 20391 Density Standard (DS): 1901 Moisture Standard (MS): 689 Remarks: si<rrr�a! Legend for Elevation:*,�� Respectfully Submitted: PR = Proofroll 1, 2, 3 = 1 st, 2nd, 3rd Lift y�"'s .••"•*•a• •;qC 04,►,* GFA International, Inc. SL = S rin line FL = Final Lift �; •• tti ' SG = Subgrade BG =Below Grade~" •�p.'f7 jl 1`R FeI!Mrcad0 .� Apr 9 2014 12:38 ]?A&14 �, BC Basecourse BOF =Bottom of Footing ,. # , OP = Top of Pipe FG = Finished Grade _ -Carlos A. Mercado, P.E. •� STA6 •� 4r; Professional Engineer # 71707 Test report shall not be reproduced, except in full, without the wnf GFA State Of Florida Environmental •Geotechnical •Construction Materials Testing • ��".r• +sections .Plan Review a pliannce Florida's Leading+ www.teamgia S 01111 'RECEIVED t.",�D Z 32014 1215 Wallace Drive • Delray Beach, FL 33444 (561) 347-0070 • (561) 395-5805 (fax) . 445, JIMM Z!, IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Tropical Chevrolet Project ID: 14-0454.00 Address 8880 Biscayne Boulevard, Miami Shores, FL Report ID: D-0003 Client: GSD Contracting Date: 4/2/2014 Permit No: Field Tech: Sam Albaz Test Mode: Direct Transmission Area Tested: Ramp and platform densities Soil Description: Gray Sand with a little Rock Proctor/ LBR ID: P-002 Max .Density (PCF): 120.5 Opt Moisture (%): 8.6% Test Standard: D 1557 Compaction Required (%): 98.0% Probe Eiev Wet Dry Moist. Compaction ° Depth Density Density (k) Location (in) (PCF) (PCF) /° Results 1 Platform area at West end 12 FG 126.2 119.3 5.8% 99% Pass Platform area at East end 12 FG 125.8 118.6 6.1% 98% Pass Ramp at West end 12 FG -126.4 120.3 5.1% 100%o Pass_ Ramp at center, 12 FG 125.6 119.7 4.9% 99% Pass Ramp at.East end 12 FG 128.7 120.6 6.7% 100% Pass 9 1 0 1 1 1 2 .-Testing Gauge Information: Manufacturer: Troxler Model: 3430 S/N: 37826 Density Standard (DS): 2470 Moisture Standard (MS): 695 Remarks t►�ie Legend for Elevation: r�4 PR Proofroll 1 2; 3 = 1st, 2nd, 3rd Lift 0 $..J**�• q 40 Respectfully Submitted: it's,•.•�! �..ts GFA International, Inc. SL = Springli.ne FL Final Lift Qate#49krcado SG = Subecade BG =Below Grade * Pio Apr 14 2014 1;27 BC = Basecourse BOF = Bottom of Footing ra TOP = Top of Pipe FG = Finished Grade Carlos A. Mercado, P.E. %�flS• STiTe OF .�• Professional Engineer # 71707 Test report shall not be, reproduced, except in full, without the writti! .f;l,. �� State of Florida Environmental • Geotechnical 4 Construction Materials Testing! �!"' • �. ,� . +� .�r�t,ections •Plan Review a �ce Florida's Leading E�1! www.teamgfa:cul 4 (fax) IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW bEPTH) - ASTM 6938 Project: i Costo iry ¢t Project lD: Address:Report ID: Client: Dater !,I,___ Permit No: Field Tech: Test Mode: D,r-q c,f- area Tested: �ia4sWm 0422s4las Soil Description: Proctor/ LBR ID: Max Density (PCF): L — i _ Opt Moisture (%): ?. f� Test Standard: - yrs - Compaction Required (%): 9? _ Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (% } Compaction Location % Results I F G' 16. ;- I (r f. 3 1;.4 (f l .Va) w iPn f i Testing Gauge Information: Manufacturer:c, Model: 3W30 S/N: Density Standard (DS): Moisture Standard (MS): Remarks: Leaena for tievation: IPR = Proofroll 'SL = Springline SG = Subgrade BC = Basecourse TOP = Top of Pipe 1, 2, 3 = 1 st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Test report shall not be reproduced, except in full, without the written approval of GFA international Respectfully Submitted: GFA International, Inc. FBPE CA # 4930 Professional Engineer # State of Florida 2/7!2014 Environmental • Geotechnical s Construction Materials Testing s Special and Threshold inspections ° Plan Review and Code Compliance Florida's Leading Engineering Source www.taamnfa cnm 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 WEB PAGE: www.al-flex.com / E -Mail: al-flex@bellsouth.net Partial Treatment Notice Project Name: �� C Property Address: Lot Block Model: Service order by: 1L eo/ Permit #: 1 -Date:ll.a%d Time:1�P1 Product Use �/' In-( /l 0a. Number of Gallons applied :39Z Area Treated : J1L Tamp: Stage of Treatment : Horizontal/Interior Vertical No 6619 . p Applicator:dat/d/'(, v Chemical Used: (active ingredie Percent Concentration: Linear feet Treated : t / _r_ I I This is not valid without a company seal DEXTER �. ............ 1. The above noted structure has received the first of two or more required treatmets for the preventii�;nattw� O•'••; �-9 subterranean termites. Q ,(1 —i.O 2. Upon completion of this treatment and payment of any balance due under this contract, AI -Flex I prividd' 4'1 F it written confirmation that the treatment is completed and the associated limited warranty is in full f ce The limited warranty shall not be considered to be in effect until all required payment has been ma ••�?;tDA,,,• •� This form is for inspection or construction draw purposes only. The perimeter of the above structure mu'S'1t 9ted at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be required for patios, driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY (fax) IN-PLACE DENSITY AND NATER CONTENT OF SOIL AND SOIL, AGGREGATE BY NUCLEAR METHODS (SHALLOW J)EPTIT) ASTM 6938 Project: i fvpc-o t a-Vro Project ID: /q_pysy.e+,u Address: Report ID: Client: Date: d i Permit No: Field Tech: Test Mode: Area Tested: !Pa4L&)r/✓J oqns4fas Soil Description: Proctor / LBR I D: ?_ w l Max Density (PCF): Opt Moisture (%):,?. 6 Test Standard: D- r rs�9 Compaction Required Probe Depth (!n) Elev Wet Density {PCF} Dry Density (PCF) Moist. (%) Compaction Location ° /° Results Ib f. r C- t�6.3 (ft.3 : r 4 Testing Gauge Information: Manufacturer: JJlz " Model: 3&(30 S/N: Density Standard (DS): Moisture Standard (MS): Remarks: Iena for tievam = Proofroll Springline = Subgrade = Basecourse P = Top of Pipe Test report shall not be Environmental a Gey 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Respectfully Submitted: GFA International, Inc. FBPE CA # 4930 Professional Engineer # in full, without the written approval of GFA International State of Florida 217/2014 • Construction Materials Testing s Special and Threshold Inspections . Plan Review and Code Compliance Florida's Leading Engineering Source www.teamgfa.com r (! A'��NAT1�t� IN-PLACE C DENSITY ANWAIATER CONTENT OF SOIL AND SOIL AGGR;GATrZ BY NUCLEAR METHODS (SHALLOW DEPTM - ASTM 6938 Project: leiG Project ID: Address: . i Report ID: cis nt. �p�13 'ruc�6 Date: Permit oto; Field Tech: QC.- u � Test Mode: �cc�'' Area Tested. �4re Soil Description: („sS Prodtcr / t.gR ID: Max De city (PCF), Opt Moisture Test Standard: Compaction Required probe tev Wet - Dry Moist, Compaction Depth Density Density NL�aaa#ion (iny (PCF) (PCF) °!o Results 31 s x Generated by CamScanner ! -1 LACE D°EIS S i TY AI\TD �T�IATEt R C©NTEI7 T O I, SOIL AND SOk i AGGIRE GATE BY rN UTCLDI,-R.' r\fE T H, 0--D-,S (SEELIALLOW IJ.E T H-) - .ASTATI 6938 Project: / Project 1D: lo. Address: Y440 4&41 &4 Aarr Report ID: Client: Date: Permit No: Field Tech: Test Mode. Area Tested: Soil Description: rL t.,sfr�crTz Proctor/ LBR ID: Max Density (PCF): Opt Moisture {%): Test Standard: Compaction Required (%): Probe Depth Depth Elev Wet Density (PCF) Dry Density (PCF) � Moist. (%} Compaction Location °t° Results O,IS�' i2 fit=cam-. . 3 4 �► -% sir rt o. 21�s• 5 i Testing Gauge information: Manufacturer: L.. Model: 33eyl S/N: aLo3i1 Density Standard (DS): Moisture Standard (MS): bf; Remarks: Legend for Elevation: Respectfully Submitted: PR = Proofroll 1, 2, 3 = 1st, 2nd, 3rd Lift CFA International, Inc. Si_ = Springline , FL = Final Lift FBPE CA # 4930 SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing 2172014 TOP = Top of Pipe FG = Finished Grade Professional Engineer # Test report shall not be reproduced, except in full, without the written approval of GFA International State of Florida Environmental o Geotechnical o Construction Materials Testing o Special and Threshold Inspections o Pian Review and Code Compliance Florida's Leading Engineering Source www.teamgfa com TN -PLACE I1ENS 1TY AND �.V_ATER CCNTESTT OF S -011L AND SOIL F AGGREGATE BY DMCL T_A,R. ME T HODS (SE LL O DE U-1) - ASTM 6938 Project: - -- 7` t t Ems-,tAp6*r I - Project ID: l Address: ai.SC**Z°A 13L4PA 6641�4 8� Report ID: Client:C (J Date:?,I/!Y Permit No: Field Tech: Test Mode: P t&c I ., Area. Tested:'' Soil Description: gD. trjt`g� Proctor / LBR ID: Max Density (PCF): Opt Moisture (%}: Test Standard: Compaction Required (°I): Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location o to Resralcs rr 2 Testing Gauge Information: Manufacturer 7ko946rh Model: 31ft o S/N: 01073 t Density Standard (DS): ( 6 Moisture Standard (MS): 6113 Remarks: fond for Elevation = Proofroli = Springiine Subgrade Basecourse P = Top of Pipe 1, 2, 3 = 1 st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Respectfully Submitted: GFA International, Inc. FBPE CA # 4930 Professional Engineer # 2/7/2014 Test report shall not be reproduced, except in full, without the written approval of GFA International State of riot da Environmental o Geotechnical o Construction Materials Testing o Special and Threshold Inspections o Plan Review and Code Compliance Florida's Leading Engineering Source www.teamgfa.com ,u T RhtAtt0- !N-PLACE DENSITY AND WATER CONTENT OF SOIL AND SOS AGGREGATE BY NUCLEAR METHODS (SHALLOW DEFT - ASTM6938 Project: - -._ Project ID: Yf,—pT* Address: ABs OLO-4 14,XV*1.4S-1s Report ID: Client: Date: Permit No: Field Tech: �• --% Test Mode: Area Tested: Soil Description: 64U(„ Proctor 1 LBR ID: Max Density {PCF}: Opt Moisture (Q/oj: Test standard: Compaction Required "robe Mev Wet Dry Moist, Compaction Location Depth Density Density {%} (in) (PCF) (PCF) % Results t -Z s a e i t 1 1 Generated by CamScanner Lori Steele From: Sent: To: Luke McGregor duke@bryntesen.com> Tuesday, June 24, 2014 4:39 PM Lori Steele Cc: `Jason Fochtman' Subject: Metal Deck Attachment Lori, Deck to studs at roof of tower, use: #I.10 7EKS 36/5 pattern w/(1) #10 TEK sidelap each span Luke McGregor PYaWt Manager BRYNTESEN STRUCTURAL ENGINEERS 3045 N. federal Highway Bldg. #80 Fort Lauderdale, FL 33306 Web: www.bryntesen.com. Email: luke@brvntesen.com Phone: (954) 568-1411 Fax: (954) 568-9367 - q Mar 10n og:c6a ACTION AIR SERVICES INC. 05/26/2910 09.59 9544316582 j oPical 9543066037 p1 BLUEWATER MECHANICAL PAGE 81/81 13 Bfuew-ater- Mechanic-415 Inev, , Fax Transhittai Att.- P( A t,a PagesN From: Michael Quartararo Phone: `� " � ) Fax: , hent Reply Requested it Information only ^Other dotes: Pfease contsd me if any portion of chis fax raid not traitrroit properly. izo > � Po Box 55i16a in LmiderdaK Florida 33355 Mne (954) 431 -1773 -)Fax (954) 431-6582 CAC057527 Mai -10140926a ACTION AIR SERVICES INC. 9543066037 SUBCONTRACT AGREEMENT M Print Dale: Monday January 20, 2074 Contract Commitment M 133220-001 Vendor #: Eli ;TWEEN GSD Contracting LLC 4675 Anglers Avenue Fort Lauderdale, FL 33312 a Limited Liability Company, hereinafter called "CONTRACTOR" or "GSD" AMID Bluswatm coolho Inc. 1900 s.W. s8 ave. Miramar^ 33026 bed hereinafter called "SUBCONTRACTOR" who agrees to furnish all materials and to complete a oft a wa escn in Paragraph "SCOPE OF WORK' hereof for the construction of and work done on: PROJECT: 133220 Tropical Chevrolet Miami Shores 8880 Biscayne Boulevard Miand Shores, FL 33138 in strict accordance with the applicable terms and provisions of contract between: OWNER: Hudell Architects SW VAnderley Place, Suite 200 Maitland, FL 32751 and CONTRACTOR, including in their entirety all general, supplementary, and special conditions, plans, drawings, specifications, mod' cations, supplements, addendum and alternates accepted. Prepared by: ARCHITECT. Nudeg Architects 500 Winderley Place, Suite 2220 Maitland, FL 32751 Ell[zrvi$];el AT101:.l The Subcontrador shag without limitation furnish and pay for all materials, labor, supervision, scaffolding, equipment, tools, appliances, transportation, storage, sales and other taxes, permits and everything necessary to fully Complete all services in accordance withProject Contract Documents as further described herein. DescriOIWn 15-700.8 HVAC girded A aunt $23,000.00 Your Scope of Work shall Include, but is not limited to the fc:iowring: Supply and install A/C equipment as per plans for a new and completty fuentional system. Relocate grins, ducts and diffusers as per plans. Record air quantities and sizes for existing systems prior to construction. 1^3evendent test and balance is included per is included. and 7, ,'-til wiring by others. Condensate piping by others. Miami Shores . Village ; Building Department sEP 2 0 a ij 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fag: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 FBC 20 [Z) BUILDING Permit No. PERMIT APPLICATION Master Permit No. Cf, -,l5 a 139 Permit Type: VeBUILDING ROOFING JOB ADDRESS: $ $a 0 61 s",,r rJ f. S w o City: Miami Shores County: Miami Dade Zip: 'S 313 b Folio/Parcel#: % 1 " Is the Building Historically Designated: Yes NO ✓ Flood Zone: OWNER: Name (Fee Simple Titleholder): fr~l GILL_ C . Phone#: 3la5-T5'4 "ICSJ Address: 8860 'g 14 G A.-( F_ $ �.•V � City: M t 4yw t S �400.S State: D O Zip: 33 V36 Tenant/Lessee Name: ' i Cd 0 f�' f 44t.- 4C*F1/W o L E'r Phone#: 30 col 54 ' $ Email: l Apt w Q TACE£ Ms t A. Go NA CONTRACTOR: Company Name: — Phone#M5' —\ - '-:� (o\ _"4 -_2;1 Address: 47-7 12t3 City: State: V - Zip: 3.33 r _ Qualifier Name: Phone#: �1 �� :\ 2 -2,1-4 State Certification or Registration #: - ?b C.) v'S 1-\ '6 v Certificate of Competency #: Contact Phone# q 5`� -q -4-10 b Email Address: ? '�2 DESIGNER: Architect/Engineer: J • JAo v i A4 r4v GE L.f_ Os 1 A Phone#: As -33o - 4133 seemsfawhoa Ro . '7 SSS, cxoco 9,4cosp 1t,ENo Value of Work for this Permit: $ d' Square/Linear Footage of Work: SOO Sf "413 Type of Work: Addition ,Alteration ONew ❑Repair/Replace ❑Demolition Description of Work: IO'P* &0 s =f • fir! Color thru tile: Submittal Fee $ Scanning Fee $ Permit Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $�Qr �C) + Soo . gQ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City N State Zip 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 PAYINGTWICE 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 approved and a reinspection fee will be charged, Signature��/ Signature F Owner or Agent Contractor The foregoing instrument was acknowledged before me this 2 D The foregoing instrument was acknowledged before me this day of t;W, 20 a, by ,7Gtr) Wd d s f r i n day of IZ , 20 � , by Ei 50-4;^J who is personally known to me or who has produced who is personally known to me or who has produced Irk 1 As identification and who did take an oath. NOTARY PUBLIC: Sign: `` l Print: II �,I52.11 iQ � 5 -)A o My Commission Expires: Ex �" �,YES" E e p F D8, za►�f _ EXPIRES: dl EE 52 September 8. 2014 as identification and who did take an oath. \��ulunulli�� NOTARY:PUBLIC: O�EXo)� Sign: l9 �� `� ) _ Print: My Commission Expires: % ,OA*Sy` 1''%,�Z 0 I D '0111111111\0 :�*9:9c9F9F9ede9e9e9e APPROVED BY "I YJ J I T. Plans Examiner Zoning R rqf Structural Review Clerk (Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) GSDCONT-01 STWIGGS ACORD� CERTIFICATE OF LIABILITY INSURANCE DATE (MWDDIYYY`/) 12!27/2013 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(ies) 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 lieu of such endorsement(s). PRODUCER Collinsworth, Alter, Fowler & French, LLC 8000 Governors Square Blvd Suite 301 Miami Lakes, FL 33016 CONTACT NAME: AICNNo Ext :(305) 822-7800 n/c, No ; (305) 362-2443 E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A: Amerisure Insurance Co 19488 1/1/2015 INSURED INSURER B INSURER C: GSD Contracting, LLC. INSURER D: 4675 Anglers Ave. Fort Lauderdale, FL 33312 INSURER E: INSURER F: A COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: 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. ILTR TYPE OF INSURANCE ADDLSUBR POLICY NUMBER DDY EFF MMI MMPOLICY U Y� LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE FKOCCUR X Blkt Addl Insd GL20260221103 1/1/2014 1/1/2015 EACH OCCURRENCE $ 1,000,000 DAMAGF IUREN T PREMISES Ee occurrence $ 300,000 MED EXP (Any one person) $ 10,000 PERSONAL & ADV INJURY $ 1,000,000 X Blkt Waiver GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY X PE LOC PRODUCTS - COMP/OP AGG $ 2,000,000 $ A AUTOMOBILE X X LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS HIRED AUTOS X NON -OWNED AUTOS CA20260211103 1/1/2014 1/1/2015 Ea accident SINGLEMBINED LIMIT $ 1,000,000 BODILY INJURY (Per person) $ BODILY INJURY (Peraccdent) $ PROPERTYDAMAG $ Per acc dent $ A X UMBRELLA LIAB EXCESS LIAB X OCCUR CLAIMS -MADE CU20260231003 1/1/2014 1/1/2015 EACH OCCURRENCE $ 1,000,00 AGGREGATE $ 1,000,00 DED I I RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE YIN OFFICER/MEMBER EXCLUDED? (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A 0202602412 1/1/2014 1/1/2015 X WC STATU- OTH- TORY LIMITS ER E.L. EACH ACCIDENT $ 1,000,00 E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE -POLICY LIMIT $ 1,000,00 DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) V I-I\I If-IVM 1 G rIVLVGI\ t.ANt r_LLA I IUN Miami Shores Village 10050 Northeast 2nd Avenue Miami Shores, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE U 1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION £CONSTRUCTION INDUSTRY LICENSING BOARD 1940,NORTH MONROE STREET TALLAHASSEE FL 32399-0783 DEJOHN, GREGORY C GSD CONTRACTING LLC 4675 ANGLERS AVENUE FORT LAUDERDALE FL 33312-5754 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you bettE For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! DETACH HERE (850) 487-1395 „ t ° �" ° u5 meR.x 7sn- $ 6 2 219 2 4-: STATE, OF FLORIDA DEPARTMENT..'OF'BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD SEQ# L1207230072� T T /1171TA T 1TT1 T . 107/23'/20 :2 ,,1128015330 ..` dtCO15480 The BUILDING ;OONTR.ACTOR Named b.elow.I8 CERTTFI.ED Under the provisions of `Chapter 489 FS. Expiration date: AUG,31, 2014 DEJOHN%—GREGORY C . GSD CONTRACT.ING.LLC 4675 RAVENSWOOD RD FT LAUDERDALE. RICK ,'SCOTT GOVERNOR FL.33312-5754 DISPLAY AS REQUIRED BY LAW KEN LAWSON SECRETARY BROWAR4 COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895 — 954-831-4000 VALID OCTOBER 1, 2013 THROUGH SEPTEMBER 30, 2014 DBA: Receipt#:180-13 GENERAL O801 CONTRACTOR (BUI Business Name: GSD CONTRACTING LLC Business Type:CONTR 39ZC86) Owner Name: GRE RY C DE JOHN Business Opened:o5/01/1983 Business Location:4675 RAVENSWOOD RD State/County/Cert/Reg:csco15480 FT LAUDERDALE Exemption Code: A, Business Phone: Rooms seail4 Ett�p�` loye8e Machines Professionals 4 n .. Fnr Vendinn Rosiness Oniv . Number of Machines: Vending Type: Tax Amount Transfer Fee jNSF. Renalty�Ptt"years Collection Cost Total Paid 27.00 0.0"0 0. 0.00 0.00 0.00 27.00 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non -regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: GREGORY C DE JOHN 4675 ANGLERS AVE FORT LAUDERDALE, FL 33312 2013 -2014 Receipt #04A-12-00013355 Paid 08/13/2013 27.00 Is (AHchanges must be echani ly reproduced) DATE OF NOTICE: Our aerial historic records indicate the presence (currently or in the past) of tree resources. Please clarifythe information asfol.lows: IF YOU DO NOT NEED TO REMOVE TREES: 1. On SITE PLAN, show trees within twenty feet (20') of ANY type of construction, including driveways, septic tanks, fences, pipes; buildings, constructiomroads etc. 2. Show distance from these trees to construction. 3. Label the trees as existing to remain. 4. On iSITE PLAN show 6.8' barriers around trees less than 18 inches in diameter at breast height* (DBH) and show 10-12' barriers around frees 18 inches in diameter at breast height or greater. [If trees are too close to construction for proper sized barriers, please contact our office -(786) 315-2800.] *18 inches in diameter at breast height is the same as 56.5 inches in circumference. 5. We MAY need to see pictures of the site or the downtown office may have to do an inspection to be sure that no trees will be damaged by the construction. IF YOU NEED TO REMOVE OR RELOCATE TREES: - Permit applications are processed by the Tree Program. The following items must be submitted to apply for a permit: 1. Filled out TREE REMOVAURELOCATION application form. 1 2. Application fee (check or credit card). Please find the Fee Schedule on The Application Package. 3. Two copies of site plan showing all trees. Please mark the trees to be removed/relocated. If there. are more than 10 trees. on-site; you need to provide two copies of a tree survey. r Tree Permit Application Tree Permitting Program 701 N.W. 1 Court„ 6th floor Miami, Florida 33136 T (305) 372-6574 F (305) 372-6479 Momr,r COUNTY Application Type: ❑ Removal ❑ Relocation ❑ Removal & Relocation ❑Modification ❑ Extension After -the -Fact: ❑ Yes ❑ No Application must be filled out in its entirety. Please indicate N/A for non -applicable fields. 1. Applicant Information: Name: Address: Zip Code: _ Phone #: Fax #: Email: *This should be the applicant/owners information for contact purposes. 2. Applicant's Authorized Permit Agent: The name and contact information for the Agent that is authorized by the owner to process the application, furnish supplemental information relating to the application and bind the applicant to all requirements of the application/permit document. Name: Address: Zip Code: Phone #: Fax #: Email: 3. Site Location and Description where the proposed activity exists or will occur: Folio #(s): Site Address: Does intended use of the property require re -zoning or plat? ❑Yes []No City or Town: 4. Current Use/Location of Trees (check all that apply) - 0 Single pply):❑Single Family ❑Multi -Family []Commercial C] Business []Agricultural ❑Swale/Right-of-Way ❑Other 5. Work Description: Building permit process number (If Applicable): Number and type of tree(s) to be removed, or relocated. Include trees affected by improper trimming or removed without a permit: Location of the tree(s) stated above: Reason for permit request: Attachments (check all that apply): (e.g. site sketch, plans etc.): ❑ Site Sketch ❑ Plans ❑ Photographs ❑ Arborist Assessment ❑ Tree Survey ❑ Other 6. IMPORTANT NOTICE TO APPLICANT: The written consent of the Property Owner is required for all applications to be considered complete. Your application WILL NOT BE PROCESSED unless the Property Owner consent portion of the application is completed below. You have the obligation to notify the Department in writing of any changes to information provided in this application. Application is hereby made for a Miami-Dade County tree permit to authorize the activities described herein. I agree to or affirm the following: • 1 possess the authority to authorize the proposed activities at the subject property, and • I am familiar with the information, data and plans contained in this application, and • To the best of my knowledge and belief, the information, data and plans submitted are true, complete and accurate, and • 1 am authorizing the permit agent listed in Section 2 of this application to process the application, furnish supplemental information, and bind the property owner(s) to all requirements of this application/permit document, and • 1 agree to provide access and allow entry to the project site to inspectors and authorized representatives of Miami-Dade County for the purpose of making the preliminary analyses of the site and to monitor permitted activities and adherence to all permit conditions. A. IF THE APPLICANT IS AN INDIVIDUAL Signature of Applicant Print Property Applicant's Name Date B. IF THE APPLICANT IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Trust, LLC, LLP, etc.) Print Name of Applicant (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Under the penalty of perjury, I certify that I have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required, Pursuant to your governing documents operating agreements or other applicable agreements or laws you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date C. IF THE APPLICANT IS A JOINT VENTURE Each party must sign below (If more than two members, list on attached page) Print Name of Applicant (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Print Name of Applicant (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Under the penalty of perjury, l certify that I have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required, Pursuant to your governing documents, operating agreements, or other applicable agreements or laws you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date Signature of Authorized Representative Print Authorized Representative's Name Title Date 7. WRITTEN CONSENT OF THE PROPERTY OWNER FOR THE PROPOSED WORK?LOCATION .>" 4 I/We are the fee simple owner(s) of the real property located at Miami -bade County, Florida, otherwise identified in the public records of Miami -Dade County as Folio No(s). . I/we am/are aware and familiar with the contents of this application for a Miami - Dade County tree permit to perform the work on the subject property, as described in this application. I/we hereby consent to the work described in this tree permit application. A. IF THE PROPERTY OWNER IS AN INDIVIDUAL Signature of Property Owner Print Property Owner's Name Date Signature of Property Owner Print Property Owner's Name Date B. IF THE PROPERTY OWNER IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Joint Venture, Trust, LLC, LLP, etc.) Print Name of Property Owner (Enter the complete name as registered) Type (Corp, LLC, LLP, etc.) State of Registration/Incorporation Address of Property Owner Under the penalty of perjury, I certify that 1 have the authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (If asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required pursuant to your governing documents, operating agreements, or other applicable agreements or laws, you must attach additional signature pages. *** Signature of Authorized Representative Print Authorized Representative's Name Title Date Signature of Authorized Representative Print Authorized Representative's Name Title Date Please Review Above Appropriate signature(s) must be included in: Box 6: either A, B or C (Owner or other Applicant) AND Box 7: either A or B (Property Owner) Tree Permit Application Additional `Siena res. age (Please attach to Tree Permit Application if Needed) Folio #(s): Site Address: 1. IF THE PROPERTY OWNER IS AN INDIVIDUAL Signature of Property Owner Print Name of Property Owner Date Signature of Property Owner Print Name of Property Owner Date 2. IF THE PROPERTY OWNER IS OTHER THAN AN INDIVIDUAL OR NATURAL PERSON (Examples: Corporation, Partnership, Trust, LLC, LLP, etc.) Print Name of Property Owner (Enter the complete name as registered) Type (Corp, LLC, LLP, etc..) State of Registration/Incorporation Under the penalty of perjury, we certify that we have the collective authority to sign this application/permit document on behalf of the Property Owner, to bind the Property Owner, and if so required to authorize the issuance of a bond on behalf of the Property Owner. (if asked, you must provide proof of such authority to the Department). ***Please Note: If additional signatures are required. Pursuant to your governing documents, operating agreements, or other applicable agreements or laws, you must attach additional signature pages. *** Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title bate Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date Signature Print Name Title Date • 11/26/2013 09:12 3053726479 PAGE 02/05 MIAMI-=DADE I Carlos A. Gimenez, Mayor Permit Number: 4880 Project Manager. Christina Stocking Department of Regulatory and Economic Resources Environmental Resources Management 701 NW 1st Court, 6th Floor Miami, Florida 33136-3912 T 305-372-6574 F 305-372-6479 TREE REMOVAL PERMIT Permittee: Tropical Chevrolet . Address: 8880 Biscayne Boulevard, Miami Shores, Florida 33138 Contact plxone#. 305-754-7551 E-mail address: ianw0tagemail.com Project Location= 8880 Biscayne Boulevard, Miami Shores, Florida 33138 Folio (s): 11.3206-020-0880 Bond Requiredt NO Approved Work: mlamidade.gov Issuance Date., 11/26/2013 Expiration Date: 11/26/2014 Permit trees: $283.00 Removal of the Following non -specimen trees: Nine (9) Queen palms (Syagrus rpmanzoffiana). All work shall be performed in accordance with the landscape plans titled "Tropical Chevrolet , prepared by Rosenberg Gardner Design, and stamped approved by the Miaml-Dade County Tree Program on November 14, 2013. Total canopy approved for removal is 2,289 square feet REPLANTING RE3QUIRCMENTS To replace lost tree canopy, the permittee shall replant 2,289 sq. it of tree canopy. Replanting shall be performed in accordance with the landscape plans titled "Tropical Chevrolet" Page 1,1.02, prepared by Rosenberg Gardner Design, and dated as by-Mfamt-Dade County, November 05, 2013. All replacement trees shall have a minimum quality of Florida No.1 grade or better. Replanting shall take place within 12 months of the approved tree removal work conducted under this permit and prior to the permit expiration date. The replanting shall U eemsk, tent with the site sketch and species list provided. Any changes to the canopy replacement location or species list shall be approved in writing by the Department of Regulatory & Economic Resources (DRE3R). Replanting must be verified and approved by the DRER. The applicmt shall notiry the DRER project manager when the replanting is complete and schedule a final inspection (two weeks notice is required). 11/25/2013 09:12 3053726479 Miami -Dade County Department of Regu Reviewed by: SPECIAL PERMIT CONDITIONS PAGE 03/86 & Economic Resources 1. During all site work and construction, no soil, vehicles, heavy equipment (such as bulldozers or backhoes), fill, building materials, construction debris, or dead vegetation shall be placed, stored, or deposited within the areas of protective barriers, nor shall there be disposal of any waste materlai such as paints, oils, solvents, asphalt concrete, mortar or any other material harmful to trees or understory plants within the areas surrounded by protective barriers. Natural guide shall be maintained within protective barriers. In the event that the natural grade of the site is changed as a result of site development such that the safety of the tree(s) may be endangered, tree wells or retaining walls will be required. 7. Protective barriers shall be constructed around each tree or cluster of trees prior to the commencement of construction activities on-site. The protective barriers shall be constructed of wood, plastic or metal and shall be a minimum of four (4) feet above ground level and be placed no less than six (6) feet (radius distance) from the trunk of any protected tree or cluster of trees, Protective barriers shall be in place prior to the start of any construction, must remain in place until development is completed and the Department has authorlyed their removal. 3. The cutting, pruning or trimming of trees shall be done in accordance with the most recentAmerican National Standards (ANSI) A-300 Standard Practices for Tree Care Operations. All tree cutting, pruning or trimming not done in accordance with the referenced standards shall be considered effective destruction and is prohibited by this condition for jurisdictional trees unless this permit is modified or prior written approval has otherwise been obtained from the Department. 4. Fences and wails shall be constructed to avoid disturbance to any protected tree(s). Post holes and trenches located close to the trees) shall be dug by hand and adjusted as necessary, using techniques such as discontinuous footings, to avoid damage to major roots. S. Underground utility lines shall be placed outside the areas surrounded by protective barriers. If placement, is not possible, disturbance shall be minimized by using techniques such as tunneling or overhead utility lines. GENERAL PERMIT CONDITIONS 1. This permit does not convey to the permittee or create for the permittee any property right, or any interest In real property, nor does it authorize any entrance upon or activities on property which is not owned or controlled by the permittee 2. All activities shall be Implemented as set forth In the pians, specifications and performance criteria as approved by this permit Any deviation from the permitted activity and the conditions for undertaking that activity shall constitute a violation of this permit. 3. This permit and plans shall be kept on-site during ail phases of preconstruction activitids such as demolition, clearing of parcel, earthwork, regarding and through construction.. The complete permit shall be available for review at the work site upon request by DRBR staff. The permittee shall require the contractor to review the complete permit prior to commencement of the activity authorized by this permit. 11009•23.2013 11/26/2013 09:12 3653725479 PAGE 04/05 4. Pursuant to Section 24-49 of the Miami -Dade Counter Code and the minimum requirements of the Miami -Dade County Landscape Ordinance, prohibited plant species shall be removed or eradicated from each property upon development or redevelopment; This condition shall not apply to properties that are not being developed or redeveloped. A prohibited plant species list is included below. These prohibited species shall be removed upon development or redevelopment and within one year of permit issuance. Furthermore, prohibited plant species shall not be sold, propagated, planted, Imported or transported on property that is subject to this permit unless a variance has been granted by Miami -Dade County, Abrus prscoterhu (Rosary pen) Acacia ourfrulffarmts (Earleaf acacia) Adenanthera pavonina (Red sandalwood) Albfale lebbeck (woman's tongue) Atutfgonan leptopus (Coral vine) Ardisfa crenota (Coral ardisia) Ardista elliptica (Shoebutton ardisia) v1schofla javanico (Bishopwood) Casuarina spp. (Australian pine) Cestrum dfurnum (Day lessamino) Cinnamomum camphors (Camphortree) Calubrina astatlea (Asian nakedwood) Cupanlopsis anacae6ldes (Carrotwood) Dalberglo sissaa (Indian rosewond) Dfoscorea alata (White yam) Dloscorea bulbffera (Air potato) 8tchornfa trossfpes (Water -hyacinth) Ficus alttrslma (Council tree) Ficus kngholensis (Banyan two) Rcus mfetacarpa (Indian laurel) Nlacourtla Indica (Governor's plum) llydrillo vwrtidllatu (Ilydriiia) lfygrophiln po(yspermd (Indian swompweed) f(ymenachne amplaxicauifs (West Indian marsh grass) Imperata iyundrfca (Cogongrass) 1pomoea agnattea (Water-spi»:tch) fasmfnum dlchotomiim (Cold Coast Jasmine) /osminum%luminense (11rozilian Jasmine) Leucaena leitcocephalo (Lead tree) Ludwipla peruvlana (Peruvian prhnrosewillow) kygodfum spp. except L, pahnatum Macjadyena unguh-cad (Catelawvine) H0101 acs gpingaenerula (Punk tree) Melia aredarach (Chinaberry) Dferremfa tuberasa (Yellow morning-glory) Mikanin mfcranfha (Mile -R -minute, Bittervine) Mimosa pigs (Slack mimosa) lVeyraudia rgpaudlana (Burmareed) Pnederta spp. (Sewervine, Sktnkvino) l onicum repass (Torpedograss) Psimisetiun purpureum (Illephantgrass) Plain stradms (Water lettuce) Puerarla ninntanovar. lobata (Kudzu) Rhodomyrtyts tomentaso (Rose myrtle) Rhynch*trum rapens (Natal grass) Rletnus communis (Castorbean) Saphim seb[erum (Chinese wltowtree) Scaevole mccoda (Beach naupake) ScheJfTera actinaphylla (umbrella Lye*) Schfnris tarebinthf/blfus (Brazilian pepper) Senna pendula var, glabrata (Climbing cessla) Solanum tamplcense (Aquattc soda apple) Solanum vlaivm (Tropical soda apple) 4'alipatict 011aceum (Malice, Sea hibiscus) Tectorta fndso (incised halberd fern) Thespcsla popuinea (Seaside mahoe) 7Wbulus clstafdes (Puncture vine) Drachica mudca (Paragtttss) 5. Pursuant to Sections 24.49,19-13 and 19-14 of the Miami -Dade County Code, each property subject to this permit shall be maintained to prevent the growth or accumulation of all prohibited species including non-native grasses.weeds and undergrowth. 6. The survival of all trees counted towards canopy mitigation shall be ensured to live at least one (1) year from the date the final inspection was passed, If the tree(s) die, they must be replaced by the same Florida grade number one tree of equal or greater size. If the property owner of the mitigated tree(s) changes, the permittee will be held as the responsible party and will be required to replace any destroyed or non -living tree(s). 7. Replanting/relocation must be verified and approved by the DRER. The applicant shall notify the DRF,R when the replanting Is completed and call to schedule a final inspection (two weeks notice Is required). 8. Any contributions made to the Tree Trust Fund to satisfy canopy replacement requirements will be used for planting on publicly owned / publicly accessible parcels unless otherwise specified. 9. Prior to performing any work that would have the potential to impact underground utilities, the permittee and contractor shall verify the location of all underground and overhead utility lines and verify that no utilities will be damaged by the work Contact Sunshine 811 One -Call at 811 or on the web: http://www.sunshine$ll.com/ to locate underground utility lines. No clearing, excavation, earthwork, tree removal or planting shall commence until the permittee and contractor have verified that utilities will not be damaged by any work. ALL WORK SHALT. BE IN ACCORDANCE WITH THE CONDITIONS CONTAINED HEREIN. THE PERMITTER IS RESPONSIBLE FOR COMPLIANCE OF ALL CONTRACTORS AND SUBCONTRACTORS WITH TliI CONDITIONS AND LIMITATIONS'OF THIS PERMIT AS APPLICABLE. UCEPT AS AUTHORIZED BY THIS PERMIT, ANY PROTECTED TREE(S) THAT ARE REMOVED OR EFFECTIVELY DESTROYED SHALL, CONSTITUTE A VIOLATION OF SECTION 24-49 OF THE CODE OF MIAMI-DADE COUNTY AND WILL BE PURSUED AS SUCH. IN ADDITION, ANY NON-COMPLIANCE WITH THO CONDITIONS OF THIS PERMIT WILL RRV09-23-2012 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 t s -til-- 13 Permit No: O -C -L3 -'LI3 Structural Critique Sheet P-raV., �A 7 e V, K C51 0"'� z R MW Page 1 of 1 wrxe- 0'.4 4-o eC,,e i s �P-�.�c �ru,r� �-•oP s (�"- _ 1, STOPPED REVIEW 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. Mehdi Asraf HOLD HARMLESS AGREEMENT This Hold Harmless Agreement is made this JO day of December, 2013, by Tropical Chevrolet, Inc. (herein called "Permit Applicant") for the benefit of Miami Shores Village, Florida (herein called the "Village"). WHEREAS, Permit Applicant wishes to construct renovations to real property located at 8880 Biscayne Blvd, Miami Shores Village, FL 33138; and WHEREAS, the Building Official for Miami Shores Village is authorized to allow the renovations to begin prior to the issuance of a permit pursuant to Section 105.12 of the Florida Building Code; and WHEREAS, any work completed prior to the issuance of a permit is entirely at the risk of the Permit Applicant; and WHEREAS, the work may not proceed past the first required inspection; and WHEREAS, this Hold Harmless Agreement assures the Village that the work performed prior to the issuance of the permit is entirely at the risk of the Permit Applicant; NOW THEREFORE, in consideration of the Village allowing Permit Applicant to begin renovations t to the issuance of a permit by the Village, Permit Applicant hereby agrees as follows: 1. The above recitals are true and correct. 2. Permit Applicant hereby agrees to hold the Village harmless from any and all damages, loss or liability occurring by reason of the Village allowing the Permit Applicant to begin renovations to its real property prior to the issuance of a permit by the Village. 3. In any action brought for the enforcement of the terms of this agreement through the courts, the Village shall be entitled to recover reasonable attorney's fees, paralegal fees, court and other costs, to and including appeal from Permit Applicant. Permit Applicant: Ian Wildstein, as Vice President of Tropical Chevrolet, Inc., a Florida corporation STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before Wildstein as Vice President of Tropical Chevrolet, Inc. who as identification W me this 3 U' day of December, 2013 by Ian ispe sonalL known to me or who produced d��D A ,tAry sealyANILIS ALEMAN Notary Public - State of Florida My Comm. Expires Apr 13, 2015 Commission # EE 84053 HOLD HARMLESS AGREEMENT This Hold Harmless Agreement is made this 20 day of December, 2013. by Tropical Chevrolet, Inc. (herein called "Permit Applicant") for the benefit of Miami Shores Village, Florida (herein called the "Village"). WHEREAS, Permit Applicant wishes to construct renovations to real property located at 8880 Biscayne Blvd, Miami Shores Village, FL 33138. and WHEREAS, the Building Official for Miami Shores Village is authorized to allow the renovations to begin prior to the issuance of a permit pursuant to Section 105.12 of the Florida Building Code; and WHEREAS, any work completed prior to the issuance of a pern►it is entirely at the risk of the Permit Applicant; and WHEREAS, the work may not proceed past the first required inspection; and WHEREAS, this Hold Harmless Agreement assures the Village that the work performed prior to the issuance of the permit is entirely at the risk of the Permit Applicant; NOW THEREFORE, in consideration of the Village allowing Permit Applicant to begin renovations r to the issuance of a permit by the Village, Permit Applicant hereby agrees as follows: 1. The above recitals are true and correct. 2. Permit Applicant hereby agrees to hold the Village harmless from any and all damages, loss or liability occurring by reason of the Village allowing the Permit Applicant to begin renovations to its real property prior to the issuance of permit by the Village. 3. In any action brought for the enforcement of the terms of this agreement through the courts, the Village shall be entitled to recover reasonable attorney's fees, paralegal fees, court and other costs, to and including appeal f►•om Permit Applicant. Permit Applicant: Ian Wildstein, as Vice President of Tropical Chevrolet, Inc., a Florida corporation Witnesses aYto Permit Applicant _ STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 30 day of December, 2013 by Ian Wildstein as Vice President of Tropical Chevrolet, Inc. who is pe sonall known to me or who produced as identification. 1 Notary „YoP,,, ry sealyANIUS AIEMAN Notary Public - State of Florida � My Comm. Expires A P� Pr 13, 2015 °%;�, Commission # EE 84053 M3 Building 11805 SW 26th Street Miami, Florida 33175-2474 786-315-2100 miamidade.gov NOTICE TO MIAMI-DADE COUNTY BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE (We) have been retained by r;gT1 ( ontract•_; ncl, T.T.0 to perform special inspector services under the Florida Building Code at the Tropical cheyrolet project on the below listed structures as of 1/20/2014 (date). I am a registered architect or professional engineer licensed in the State of Florida. Process Numbers; ❑ Special inspector for piling, FBC 1822.12.0 ❑ Special inspector for trusses over 35 ft. long or 6 ft high 2319.17.2.4.2 ❑ Special inspector for reinforced masonry, FBC 2122.4 ❑ Special inspector for steel connections, FBC 2218.2 Special inspector for soil compaction, FBC 1820.3.1 ❑ Special inspector for precast units & attachments per FBC 1927.12 ❑ 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. JC Mendez 2. Tom Drain 5. Jim Campos 3, Richard Kowalczyk 4_ Frank Metz 6. Gary Armstrong' ' 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 Fundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify Miami -Dade County Building Departmentof any changes regarding authorized personnel performing inspection services. 1, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site of reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections, as required by the Florida Building Code, must be performed by the County. The County, 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 the jr etttrouijy yd above meet the intent of the Florida Building Code and are in substantial accordance with the apWAil�nsM� V Q` .G E MSF 'voC.94'•, Engineer/Architect * ? 71 07 Name Carlos A. Mercado, P.E. * _ (intl �.n GFA InternatTNal, Inc ~ • 1Z Address 1215 Wallace or., Delray Beach, FI, 33444 ., Signed_ll_ Phone No. 561-347-0070 12301-121 06 D.. 10 COUNTY Building 11805 SW 26th Street Miami, Florida 33175-2474 786-315-2100 miamidade.gov NOTICE TO MIAMI-DADE COUNTY BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by GAD CantYact i ng, T.T.r to perform special inspector services under the Florida Building Code at the Tropical Chevrolet project on the below listed structures as of 1/20/2014 (date). I am a registered architect or professional engineer licensed in the State of Florida. Process Numbers: ❑ Special inspector for piling, FBC 1822.12.0 ❑ Special inspector for trusses over 35 ft. long or 6 ft high 2319.17.2.4.2 ❑ Special inspector for reinforced masonry, FBC 2122.4 ❑ Special inspector for steel connections, FBC 2218.2 ❑ Special inspector for soil compaction, FBC 1820.3.1 ❑ Special inspector for precast units & attachments per FBC 1927.12 ❑ 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. JC Mendez 2. Tom Drain 5. Jim Campos 3, Richard Kowalczyk 4, Frank Metz 6. Gary Armstrong • Special Inspectors utilizing authorized representatives shall insure the authorized representative is quaBlfed 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 Fundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify Miami -Dade County Building Departmentof 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 of reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections, as required by the Florida Building Code, must be performed by the County. The County, 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 theg%ec:twe4y Vd above meet the intent of the Florida Building Code and are in substantial accordance with the ap,�D�L��I�hs/1�� ..�%% CJ r�`CE �sF•C9p �r�� Engineer/Architect •' O *� N ?1 07 Name Carlos A. Mercado, P. E. * GFA Interna&oiial, Inc ' :Address 1215 Wallace Dr . , Delray Beach, FI, 33444 Signed Dater j��+0 Lam; Phone No. 561-347-0070 12301-121 6f06 Copright 2000 ADP, Inc. CHECK TROPICAL CHEVROLET CONTROL NO. 73914 ISSUED BY: LOYPA ESPINOSA Miami Shores, FL 33138 PAGE 1C DETACH AT PERFORATION BEFORE DEPOSITING CHECK REMITTANCE ADVICE ISRYNTESEN STRUCTURAL ENGINEERS Structural Calculations for ........... TROPICAL CHEVROLET Miami Shores., Florida Total pages 39 In accordance with the Florida Building Code Submitted By: BRYNTESEN STRUCTURAL ENGINEERS y lc G .....' �d.9r ♦fid. co Luke McGregor Murray Brypt san�P. w Project Manager Florida LicerW o. 371( c fu 3045 NORTH FEDERAL HIGHWAY, SUITE 80 2 FORT LAUDERDALE, FLORIDA 33306 0 TEL: 954-568-1411 • FAX: 954-568-9367 Pages • Wind Calculations 1 - 6 • Foundations 7- 11 " `Crash Wall 12 - 13 • Service Write Up Beams 14-19 • Service Write Up Girders 20- 31 • Wind Tube at Write Up • Tower Framing 34-39 Total pages 39 In accordance with the Florida Building Code Submitted By: BRYNTESEN STRUCTURAL ENGINEERS y lc G .....' �d.9r ♦fid. co Luke McGregor Murray Brypt san�P. w Project Manager Florida LicerW o. 371( c fu 3045 NORTH FEDERAL HIGHWAY, SUITE 80 2 FORT LAUDERDALE, FLORIDA 33306 0 TEL: 954-568-1411 • FAX: 954-568-9367 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.88 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.86 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 1 NECAWind Version 2.1..0.7 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprses.com Date 7/26/2013 Project No. Company Name Bryntesen Structural Engineers Designed By LMc Address 3045 N. Federal Hwy. Building Description City Fort Lauderdale Customer Name State FL Proj Location File Location: C:\Program Files\MECAWind\Default.wnd Directional Procedure All heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load 'Factor of .6 Basic Wind Speed(V) = 170.00 mph Structural Category = II Exposure Category _ C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg Ht: Mean Roof Ht _ 20.54 ft Type of Roof _ Gabled RHt: Ridge Ht = 21.08 ft Eht: Eave Height = 20.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 20284 ft^2 Bldg Length Along Ridge = 195.00 ft Bldg Width Across Ridge= 104.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.88 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.86 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 1 L`. z 2 � 1.4 PI B B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.91 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 34.22 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 20284.00 ft^2 Reduction Factor based on Roof Area = 0.80 FRS -Wall Pressures for Wind Normal to 195 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) --------------- ------ ----------- -GCpi (psf) ----------- Leeward Wall -0.50 -20.70 -8.38 Side Walls -0.70 -26.52 -14.20 Wall Elev Kz Kzt qz Press Press Total ft psf ------ ----- ----- ------- ------- +GCpi -GCpi +/-GCpi ------- --------- ---------------- Windward 21.08 0.91 1.00 34.41 17.24 29.56 37.94 Windward 20.00 0.90 1.00 34.03 16.98 29.30 37.68 Windward 18.00 0.88 1.00 33.28 16.47 28.79 37.18 Windward 16.00 0.86 1.00 32.47 15.92 28.24 36.62 Windward 14.00 0.85 1.00 32.03 15.62 27.94 36.32 Note: 1) Total =Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure --------------------------------- ------ +GCpi(psf)-GCpi(psf) ---------- ---------- 0.0 ft to 10.3 ft -0.90 -32.34 -20.02 10.3 ft to 20.5 ft -0.90 -32.34 -20.02 20.5 ft to 41.1 ft -0.50 -20.70 -8.38 41.1 ft to 104.Oft -0.30 -14.89 -2.57 MVIMS-Wall Pressures for Wind Normal to 104 ft wall (Along Ridge) Wall CP Pressure Pressure 2 T, _ +GCpi (psf) -GCpi (psf) Leeward Wall -0.33 -15.61 -3.29 Side Walls -0.70 -26.52 -14.20 Wall Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 21.08 0.91 -1.00 34.41 17.24 29.56 32.85 Windward 20.00 0.90 1.00 34.03 16.98 29.30 32.59 Windward 18.00 0.88 1.00 33.28 16.47 28.79 32.09 Windward 16..00. 0.8.6. .1.00. ,32.47. 15.92 28.24 31.53 Windward 14.00 0.85 1.00 32.03 15.62 27.94 31.23 Note: 1') Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure +GCpi(p--f)-GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 10.3 ft -0.90 -32.34 -20.02 10.3 ft to 20.5 ft -0.90 -32.34 -20.02 20.5 ft to 41.1 ft -0.50 -20.70 -8.38 41.1 ft to 195.0 ft -0.30 -14.89 -2.57 Parapet: Qp: Pressure at Top of Parapet = 36.25 psf Type of Parapet = Solid Top Elev. of Parapet = 7.00 ft Parapet -Windward = 54.37 psf Parapet -Leeward Press = -36.25 psf 3 MECAWind Version 2.1.0.7 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 7/26/2013 Project No. Company Name Bryntesen Structural Engineers Designed By LMc Address 3045 N. Federal Hwy. Building Description City Fort Lauderdale Customer Name State FL Proj Location File Location: C:\Program Files\MECAWind\Default.wnd I-Nl Roof note shown 51 ' i e. ? 13, AA AS Ga is Roof 0 :_ _ Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Ell Width of Pressure Coefficient Zone "a" = 8.216001 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf 10 sq. ft. 3.16 3.16 10.0 1 0.30 -1.00 16.43 -40.38 20 sq. ft. 4.47 4.47 20.0 1 0.27 -0.97 16.00 -39.35 50 sq. ft. 7.07 7.07 50.0 1 0.23 -0.93 16.00 -37.99 100 sq. ft. 10.00 10.00 100.0 1 0.20 -0.90 16.00 -36.96 10 sq. ft. 3.16 3.16 10.0 2 1.00 -1.80 40.38 -67.76 20 sq. ft. 4.47 4.47 20.0 2 0.95 -1.59 38.56 -60.56 50 sq. ft. 7.07 7.07 50.0 2 0.88 -1.31 36.16 -51.02 100 sq. ft. 10.00 10.00 100.0 2 0.82 -1.10 34.34 -43.80 10 sq. ft. 3.16 3.16 10.0 3 0.30 -1.80 16.43 -67.76 20 sq. ft. 4.47 4.47 20.0 3 0.27 -1.59 16.00 -60.56 50 sq. ft. 7.07 7.07 50.0 3 0.23 -1.31 16.00 -51.02 100 sq. ft. 10.00 10.00 100.0 3 0.20 -1.10 16.00 -43.80 10 sq. ft. 3.16 3.16 10.0 1H 0.30 -1.70 16.00 -58.18 20 sq. ft. 4.47 4.47 20.0 1H 0.27 -1.67 16.00 -57.15 50 sq. ft. 7.07 7.07 50.0 1H 0.23 -1.63 16.00 -55.78 100 sq. ft. 10.00 10.00 100.0 1H 0.20 -1.60 16.00 -54.75 10 sq. ft. 3.16 3.16 10.0 2H 0.30 -1.70 16.00 -58.18 20 sq. ft. 4.47 4.47 20.0 2H 0.27 -1.67 16.00 -57.15 50 sq. ft. 7.07 7.07 50.0 2H 0.23 -1.63 16.00 -55.78 100 sq. ft. 10.00 10.00 100.0 2H 0.20 -1.60 16.00 -54.75 10 sq. ft. 3.16 3.16 10.0 3H 0.30 -2.80 16.00 -95.82 20 sq. ft. 4.47 4.47 20.0 3H 0.27 -2.20 16.00 -75.24 50 sq. ft. 7.07 7.07 50.0 3H 0.23 -1.40 16.00 -47.99 100 sq. ft. 10.00 10.00 100.0 3H 0.20 -0.80 16.00 -27.38 10 sq. ft. 3.16 3.16 10.0 4 0.90 -0.99 36.96 -40.04 Ell 20 sq. ft. 4.47 4.47 20.0 4 0.85 -0.94 35.32 -38.40 150 sq. ft. 7.07 7.07 50.0 4- 0.79 -0.88 33.16 -36.24 100 sq. ft. 10.00 10.00 100.0 4 0.74 -0.83 31.52 -34.60 200 sq. ft. 14.14 14.14 199.9 4 0.69 -0.78 29.88 -32.96 500 sq. ft. 22.36 22.36 500.0 4 0.63 -0.72 27.72 -30.80 10 sq. ft. 3.16 3.16 10.0 5 0.90 -1.26 36.96 -49.28 20 sq. ft. 4.47 4.47 20.0 5 0.85 -1.16 35.32 -46.01 50 sq. ft. 7.07 7.07 50.0 5 0.79 -1.04 33.16 -41.68 100 sq. ft. 10.00 10.00 100.0 5 0.74 -0.94 31.52 -38.40 200 sq. ft. 14.14 14.14 199.9 5 0.69 -0.85 29.88 -35.13 5Q0. sq. ft. 22.36 22.36.500.0 5 0.63 -0,72 27.72. 730.80.... Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.91 Qhcc:.00256*V^2*Khcc*Kht*Kd = 34.22 psf Parapets Components & Cladding (Ch 30 Part 4, Para 36.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =0.000), Topographic Factor (Kzt = 1.00) and Reduction Factor _ (RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. HE 1'= Load Caw x Lrcward parapo Loa(] Case T? .................................. Load Case A - Apply Positive Wall Pressure to Front and negative roof pressure to back. pl: Positive Wall Pressure on Front of Parapet (Zone 4) = 59.14 psf pl: Positive Wall Pressure on Front of Parapet (Zone 5) = 54.14 psf p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -99.23 psf p2: Negative Roof Pressure on Back of Parapet (Zone 3) = -149.39 psf Load Case B - Apply Positive Wall Pressure to Back and Negative Wall Pressure to the front. 9 p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 54.14 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 54.14 psf p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -64.13 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -99.23 psf A BRYNTESEN PROJECT: STRUCTURAL ENGINEERS E B 5099 �✓V 3045 N. FEDERAL HIGHWAY BUILDING #80 LE: FT. LAUDERDALE, FL 33306 (954) 568-1411 FAX: (954) 568-9367 /`TEL: e:mail address: bryntesen@bellsouth.net DATE: PAGE: BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: General FOotlnq File=Z:\CADDDR-1\0-PROD-1WUDELL-1\TROPIC-1\CALCUL-1\EnmalcVuke.ec6 CAICD!`Al!• [KIP 96417Ml D.--91'1 C- ll-. It SIC Description : SERVICE WRITE UP WALL FTG Coate References Calculations per Load Combinations Used: lBC 2006 Oeneral.Informatlon Material Properties Soil Design Values . Pc : Concrete 28 day strength _ 3.0 ksi Allowable Soil Bearing _ 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pd Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.670 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor _ 1.0 : 1 - -Min. Sliding Safety Factor _ 1.0 : 1 Increases based on footing plan dimension - - Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 3.0 ft Length parallel to Z -Z Axis = 6.0 ft Footing Thicknes = 16.0 in Pedestal dimensions... px : parallel to X -X Axis = 10.0 in pz : parallel to Z -Z Axis =_ 10.0 in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 5 A r<seeR � Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg X -X Axis # Bars required within zone 66.7% # Bars required on each side of zone 33.3% Appiiad Loads D Lr L S W E H BRYNTESEN " TROPICAL CHEVROLET Project Title: y ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr. - - Frinted:23AUG 24i3, 14:07AM Description: SERVICE WRITE UP WALL FTG DESIGN SUMMARYt► 5.237 +Z - $ Rotation Axis 8 Min. Ratio item Applied Capacity Governing Load Combination PASS 0.6796 Soil Bearing 1.699 ksf 2.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05684 Z Flexure (+X) 1.332 k -ft 23.426 k -ft +1.20D+1.60Lr+0.80W PASS 0.05684 Z Flexure (-X) 1.332 k -ft 23.426 k -ft +1.20D+1.60Lr+0.80W PASS 0.323.3 X Flexure (+Z) 7.573 k -ft 23.426 k -ft +1.20D+1.60Lr+0.80W PASS 0.3233 X Flexure (-Z) 7.573 k -ft 23.426 k -ft +1.20D+1.60Lr+0.80W PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.2656. 1 -way Shear (+Z) 21.825 psi 82:158 psi +120D+1.60Lr+0.50L PASS 0.2656 1 -way Shear (-Z) 21.825 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS n/a 2 -way Punching 26.949 psi 82.158 psi +1.20D+1.60Lr+0.50L Detailed Results -Z Bottom 0.3456 Min Temp % Soil Bearing 5.237 +Z Bottom Rotation Axis 8 - Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Bottom 0.3456 Min Temp % Rotation Axis & 23.426 OK X -X, +1.20D+0.50Lr+1.60L+1.60H Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 0.4133 23.426 OK Sliding Stability 5.453 -Z All units k Force Application Axis Min Temp % 0.4133 23.426 Load Combination... Sliding Force Resisting Force Sliding SafetyRado Status Footing Has NO Sliding 0.3456 Min Temp % 0.4133 Footing Flexure OK X -X, +1.20D+1.60L+0.50S+1.60H 4.489 Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As Phi•Mn Status 0.4133 k -ft Side ? Bot or Top ? in12 in"2 in12 k -ft X -X, +1.20D+1.60Lr+0.50L X -X, +1.40D 5.237 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.40D 5.237 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 5.453 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 5.453 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60L+0.50S+1.60H 4.489 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60L+0.50S+1.60H 4.489 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60Lr+0.50L 7.573 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60Lr+0.50L 7.573 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60Lr+0.80W 7.573 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60Lr+0.80W 7.573 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+1.60S 4.489 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+1.60S 4.489 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60S+0.80W 4.489 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+1.60S+0.80W 4.489 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50Lr+0.50L+1.60W 5.453 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50Lr+0.50L+1.60W 5.453 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+0.50S+1.60W 4.489 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+0.50S+1.60W 4.489 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+0.70S+E 4.489 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +1.20D+0.50L+O.70S+E 4.489 -Z. Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +0.90D+1.60W+1.60H 3.367 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +0.90D+1.60W+1.60H 3.367 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +0.90D+E+1.60H 3.367 +Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK X -X, +0.90D+E+1.60H 3.367 -Z Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z -Z, +1.40D 0.9208 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK 561 S ` BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Protect Descr: 000 Printed: 23 AUG 2413109iAM Description : SERVICE WRITE UP WALL FTG Z -Z, +1.40D 0.9208 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.9587 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.9587 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK 10 BRYNTESENTROPICAL CHEVROLET Project Title: N : s ADDITION FOR SERVICE WRITE UP Engineer: Project ID: 00 Protect Descr: Printed: 23 AUG 2013, 10:07AM �7iii@ia�' FO�nE� File= Z.\CADDDR-1\0-PROJ-MUDELL-1\TROPIC-rnCALCUL-1\Enereaduke.ec6 ENERCALC, INC. 1983-2013, Build:6.13.6.30, Ver.6.0.25 Description : SERVICE WRITE UP WALL FTG Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status k-ft Side ? But or Top ? in"2 in"2 in12 k-ft Z-Z, +1.20D+1.60L+0.50S+1.60H 0.7893 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z; +1.20D+1.60L+0.50S+1.60H 0.7893 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr+0.50L 1.332 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr+0.50L 1.332 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60Lr+0.80W 1.332 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z. +1.20D+1.60Lr+0.80W 1.332 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50L+1.605 0.7893 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50L+1.60S 0.7893 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60S+0.80W 0.7893 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+1.60S+0.80W 0.7893 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.9587 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.9587 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.7893 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D40.50L+0.50S+1.60W 0.7893 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20D+0.50L+0.70S+E 0.7893 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +1.20131+0.501-+0.70S+E 0.7893 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D+1.60W+1.60H 0.5919 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D+1.60W+1.60H 0.5919 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D+E+1.60H 0.5919 -X Bottom 0.3456 Min Temp % 0.4133 23.426 OK Z-Z, +0.90D+E+1.60H 0.5919 +X Bottom 0.3456 Min Temp % 0.4133 23.426 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 psi 0 psi 15.092 psi 15.092 psi 15.092 psi 82.158 psi 0.1837 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 15.714 psi 15.714 psi 15.714 psi 82.158 psi 0.1913 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 12.936 psi 12.936 psi 12.936 psi 82.158 psi 0.1575 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 21.825 psi 21.825 psi 21.825 psi 82.158 psi 0.2656 OK +1.20D+1.60Lr+0.80W 0 psi 0 psi 21.825 psi 21.825 psi 21.825 psi 82.158 psi 0.2656 OK +1.20D+0.50L+1.60S 0 psi 0 psi 12.936 psi 12.936 psi 12.936 psi 82.158 psi 0.1575 OK +1.20D+1.60S+0.80W 0 psi 0 psi 12.936 psi 12.936 psi 12.936 psi 82.158 psi 0.1575 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 15.714 psi 15.714 psi 15.714 psi 82.158 psi 0.1913 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 12.936 psi 12.936 psi 12.936 psi 82.158 psi 0.1575 OK +1.20D+0.50L+0.70S+E 0 psi 0 psi 12.936 psi 12.936 psi 12.936 psi 82.158 psi 0.1575 OK +0.90D+1.60W+1.60H 0 psi 0 psi 9.702 psi 9.702 psi 9.702 psi 82.158 psi 0.1181 OK -490D+E+1.60H 0 psi 0 psi 9.702 psi 9.702 psi 9.702 psi 82.158 psi 0.1181 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 18.635 psi 164.317psi 0.1134 OK +1.20D+0.50Lr+1.60L+1.60H 19.403 psi 164.317psi 0.1181 OK +1.20D+1.60L+0.50S+1.60H 15.973 psi 164.317psi 0.09721 OK +1.20D+1.60Lr+0.50L 26.949 psi 164.317psi 0.164 OK +1.20D+1.60Lr+0.80W 26.949 psi 164.317psi 0.164 OK +1.20D40.50L+1.60S 15.973 psi 164.317psi 0.09721 OK +1.20D+1.60S+0.80W 15.973 psi 164.317psi 0.09721 OK +1.20D+0.50Lr+0.50L+1.60W 19.403 psi 164.317psi 0.1181 OK +1.20D-450L+0.50S+1.60W 15.973 psi 164.317psi 0.09721 OK +1.20D+0.50L+0.70S+E 15.973 psi 164.317psi 0.09721 OK +0.90D+1.60W+1.60H 11.98 psi 164.317psi 0.07291 OK +0.90D+E+1.60H 11.98 psi 164.317psi 0.07291 OK 11 * " BRYNTESErr TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: OF Printed: 23 AUG 2013. 10:08AM Description : VEHICLE BARRIER Code References Calculations per Load Combinations Used: IBC 2006 General Information k Calculations per Construction Type: Grouted Hollow Concrete Masonry DESIGN SUMMARY F'm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio= 360.0 Fr - Rupture = 163.0 psi Rebar "d" distance 2.250 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar ... Phi * Mn 28.084 k -ft Max % of P bal. = 0.007138 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Max. Allow. Defl. 0.1667 in PASS Axial Load Check Wall Weight = 84.0 psf 2.364 psi 0.2 * fm 300.0 psi Wall is Solid Grouted Location 4.917 ft One -Story, Wall Dimensions PASS Reinforcing Limit Check Controlling As/bd A Clear Height = 5.0 ft B B Parapet height = 1.50 ft Wall Support Condition Top & Bottom Pinned �- Lateral Loads Full area WIND load psf Wall Weight Seismic Load Input Method Fp 1.0 = 25.0 psf Seismic Wall Lateral Load D Lr L E W Direct entry of Lateral Wall Weight 25.0 psf Height (Applied to fill "STRIP Width) Point Lateral Load 10.0 k 6.50 ft DESIGN SUMMARY Results reported for "Strip Width" of 48.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8546 +120D+0.50Lr+1.60L Max Mu -24.0 k -ft Phi * Mn 28.084 k -ft PASS Service Deflection Check Min. Defl. Ratio 2,059.02 Max Allow Ratio 360.0 D + L + Lr Max. Deflection -0.02914 in Max. Allow. Defl. 0.1667 in PASS Axial Load Check Max Pu / Ag 2.364 psi 0.2 * fm 300.0 psi +1.20D+0.50Lr+1.60L Location 4.917 ft PASS Reinforcing Limit Check Controlling As/bd 0.005116 As/bd007138 rho bal 0.007138 PASS Minimum Moment Check Mcracking 6.318 k -ft Minimum Phi Mn 36.509 k -ft +1.40D Maximum Reactions ... for Load Combination.... Top Horizontal D + L + S + E/1.4 22, 968.0 k Base Horizontal D + L + Lr 2,666.15 k Vertical Reaction D Only 2.184 k 12 Y BRVNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: 00 - Protect Descr: Printed: 23 AUG 2013, 10MAM Description : VEHICLE BARRIER Design Maximum Combinations - Moments Axial Load Moment Values 0.6 > Load Combination Pu 0.2`Pm`b" t Mcr Mu Phi Phi Mn As As Ratio rho bal 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0:0000 0.0000 +1.20D+0.50Lr+1.60L at 4.83 to 5.00 0.000 27.360 1.58 6.00 0.90 7.02 0.330 0.0051 0.0071 +1.20D+L at 4.83 to 5.00 0.000 27.360 1.58 3.75 0.90 7.02 0.330 0.0051 0.0071 +1.20D+1.60Lr+0.50L at 4.83 to 5.00 0.000 27.360 1.58 1.88 0.90 7.02 0.330 0.0051 0.0071 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+0.50L+1.60S at 4.83 to 5.00 0.000 27.360 1.58 1.88 0.90 7.02 0.330 0.0051 0.0071 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+0.50Lr+0.50L+1.60W at 4.83 to 5.00 0.000 27.360 1.58 1.88 0.90 7.02 0.330 0.0051 0.0071 +1.20D+0.50L+0.50S+1.60W at 4.83 to 5.00 0.000 27.360 1.58 1.88 0.90 7.02 0.330 0.0051 0.0071 +1.20D+0.50L+0.70S+E at 4.83 to 5.00 0.000 27.360 1.58 1.90 0.90 7.02 0.330 0.0051 0.0071 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.90D+E at 2.17 to 2.33 0.328 27.360 1.58 0.06 0.90 7.08 0.330 0.0051 0.0071 Design Maximum Combinations -Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio D + L + Lr at 3.17 to 3.33 0.280 1.58 2.17 443.30 113.89 127.576 0.029 2,059.0 D +L + W at 3.17 to 3.33 0.280 1.58 2.17 443.30 113.89 127.576 0.029 2,059.0 D + L + W + S/2 at 3.17 to 3.33 0.280 1.58 2.17 443.30 113.89 127.576 0.029 2,059.0 D + L + S +W12 at 3.17 to 3.33 0.280 1.58 2.17 443.30 113.89 127.576 0.029 2,059.0 D + L + S + E/1.4 at 3.17 to 3.33 0.280 1.58 2.13 443.30 113.89 128.726 0.028 2,128.5 D + 0.5(L+Lr) +0.7W at 2.83 to 3.00 0.308 1.58 0.97 443.30 114.00 443.300 0.008 7,754.4 D + 0.5(L+Lr)+ 0.7E at 2.83 to 3.00 0.308 1.58 0.93 443.30 114.00 443.300 0.007 8,069.4 Reactions - Vertical & Horizontal Load Combination Base Horizontal _ Top Horizontal _ Vertical @ Wall Base D Only 0.0 0.00 2.184 S Only 0.0 0.00 k 0.000 °• W Only 0.0 =: 0.00 k 0.000 E Only 0.2 K 0.42 K 0.000 D + L + Lr 2.7 22.67 -: 2.184 ,1 D + L + S 2.7 A:: 22.67 2.184 f� D+ L+ W+ S/2 2.7 k 22.67 K 2.184 k D + L + S + W/2 2.7 22.67 ;-; 2.184 a D+L+S+E/1.4 2.5 22.97 2.184 13 BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: Printed: 23 AUG 2413. 19:Q9AM Description : BEAM Line 01 G -1 -UPLIFT ONLY CODEREFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination iBC 2006 W(0.14) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W = 0.140 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY s • Maximum Bending Stress Ratio = 0.280: 1 Maximum Shear Stress Ratio = 0.024: 1 Section used for this span W16x26 Section used for this span W16x26 Ma: Applied 8.307 k -ft Va : Applied 1.661 k Mn / Omega: Allowable 29.625 k -ft Vn/Omega : Allowable 70.509 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.069 in Ratio= 3475 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations ` Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 20.00 ft 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+L+H Dsgn. L = 20.00 ft 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+Lr+H Dsgn.L = 20.00 It 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+S+H Dsgn. L = 20.001t 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+0.7501 -r+0.7501-+1-1 Dsgn. L = 20.00 It 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+0.750L+0.750S+H Dsgn. L = 20.00 It 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+W+H Dsgn. L = 20.00 ft 1 0.280 0.024 8.31 8.31 49.47 29.62 1.14 1.00 1.66 117.75 70.51 +D+0.70E+H Dsgn. L = 20.00 ft 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 20.00 ft 1 0.221 0.019 6.56 6.56 49.47 29.62 1.14 1.00 1.31 117.75 70.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 20.00 ft 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 +D+0.750L+0.750S+0.750W+H Dsgn. L = 20.00 ft 1 0.221 0.019 6.56 6.56 49.47 29.62 1.14 1.00 1.31 111714 70.51 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.00 It 1 0.044 0.004 1.31 1.31 49.47 29.62 1.14 1.00 0.26 117.75 70.51 s- MR TESEN TROPICAL CHEVROLET Project Title: as ADDITION FOR SERVICE WRITE UP Engineer: " a Protect Descr: r�f ' Description : BEAM Line 01 G -1 -UPLIFT ONLY Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Project ID: Printed: 23 AUG 2013, 10:09AM •1\CALCUL-11EnercalCktutkeec6 2013, Buitd:6.13.6.30 Ver:6.0.25 Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 20.00 It 1 0.263 0.022 7.78 7.78 49.47 29.62 1.14 1.00 1.56 1 i 7.75 70.51 W Only Dsgn. L = 20.00 ft 1 0.236 0.020 7.00 7.00 49.47 ' 29.62 1.14 1.00 1.40 117.75 70.51 Overall Maximum Deflections " Unfactored'Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+W 1 0.0691 10.100 0.0000 0.000 Maxlmum Deflections for Load Combinations " Unfactored"Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0109 10.100 0.0000 0.000 W Only 1 0.0582 10.100 0.0000 0.000 D+W 1 0.0691 10.100 0.0000 0.000 Vertical Reactions • Unfactored . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.661 1.661 D Only 0.261 0.261 W Only 1.400 1.400 D+W 1.661 1.661 Steel Section Properties ; W16x26 Depth = 15.700 in I xx = 301.00 in"4 J = 0.262 in ^4 Web Thick = 0.250 in S xx 38.40 in^3 Cw = 565.00 in^6 Flange Width = 5.500 in R xx = 6.260 in Flange Thick = 0.345 in Zx = 44.200 ;n^3 Area = 7.680 in^2 Iyy = 9.590 in14 Weight = 26.143 plf S yy = 3.490 in^3 Wno = 21.100 in"2 Kdesign = 0.747 in R yy = 1.120 in Sw = 10.000 in^4 Kt = 0.750 in Zy = 5.480 in"3 Of = 6.950 in^3 its = 1.380 in rT = 1.360 in Ow = 21.600 in^3 Ycg = 7.850 in 15 4'• t3RYNTESEN' TROPICAL CHEVROLET ADDITION FOR SERVICE WRITE UP Description : BEAM Line 011-1 Project Title: Engineer: Project ID: Protect Descr. Pr6nted:23AUG 2013, 1010AM CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination IBC 2006 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0750, Lr = 0.0750 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.217: 1 Maximum Shear Stress Ratio = 0.041 : 1 Section used for this span W16x26 Section used for this span W16X26 Ma: Applied 23.977 k -ft Va : Applied 2.906 k Mn / Omega: Allowable 110.279 k -ft Vn/Omega : Allowable 70.509 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 16.500ft Location of maximum on span 33.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.231 in Ratio = 1,713 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.543 in Ratio = 730 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces '& Stresses for Load Combinations' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 33.00 it 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+L+H Dsgn. L = 33.00 It 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+Lr+H Dsgn. L = 33.00 It 1 0.217 0.041 23.98 23.98 184.17 110.28 1.00 1.00 2.91 117.75 70.51 +D+S+H Dsgn. L = 33.00 It 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+0.750Lr+0.750L+H Dsgn. L = 33.00 ft 1 0.194 0.037 21.43 21.43 184.17 110.28 1.00 1.00 2.60 117.75 70.51 +D+0.750L+0.750S+H Dsgn. L = 33.00 it 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+W+H Dsgn. L = 33.00 ft 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+0.70E+H Dsgn. L = 33.00 ft 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 33.00 It 1 0.194 0.037 21.43 21.43 184.17 110.28 1.00 1.00 2.60 117.75 70.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 33.00 it 1 0.194 0.037 21.43 21.43 184.17 110.28 1.00 1.00 2.60 117.75 70.51 +D+0.750L+0.750S+0.750W+H + Dsgn. L = 33.00 ft 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 11176 70.51 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 33.00 ft 1 0.125 0.024 13.77 13.77 184.17 110.28 1.00 1.00 1.67 117.75 70.51 w t BRYNTESEN TROPICAL CHEVROLET Project Title: iADDITION FOR SERVICE WRITE UP Engineer: Project Descr: Description: BEAM Line 01 I -J Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Project ID: Printed: 23 AUG 2413. 10:10AM Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 33.00 ft 1 0.075 0.014 8.26 8.26 184.17 110.28 1.00 1.00 1.00 117.75 70.51 W Only Dsgn. L = 33.00 ft 1 0.000 184.17 110.28 1.00 1.00 -0.00 117.75 70.51 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 0.5427 16.665 0.0000 0.000 Maximum 'Defiect ons for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.3117 16.665 0.0000 0.000 Lr Only 1 0.2311 16.665 0.0000 0.000 D+Lr 1 0.5427 16.665 0.0000 0.000 Vertical Reactions - Unfactored " Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.906 2.906 D Only 1.669 1.669 Lr Only 1.238 1.238 D+Lr 2.906 2.906 Steel Section Property : W16x26 Depth = 15.700 in Ixx = 301.00 in^4 J = 0.262 in^4 Web Thick = 0.250 in S xx 38.40 in^3 Cw = 565.00 in"6 Flange Width = 5.500 in R xx = 6.260 in Flange Thick = 0.345 in ZX = 44.200 in"3 Area = 7.680 in"2 I yy = 9.590 in"4 Weight = 26.143 plf S yy = 3.490 in"3 Wno = 21.100 in^2 Kdesign = 0.747 in Ryy = 1.120 in Sw = 10.000 in"4 K1 = 0.750 in Zy = 5.480 in"3 Of = 6.950 in"3 its = 1.380 in rT = 1.360 in Qw = 21.600 in"3 Ycg = 7.850 in 17 s BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: st�c g14119-838'/ - Printed:23AUG2013, 10:10AM Description : BEAM Line 01 I -J -UPLIFT ONLY CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination iBC 2006 ......... ............ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W = 0.140 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.677: 1 Maximum Shear Stress Ratio = 0.031 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma: Applied 23.969 k -ft Va : Applied 2.905 k Mn / Omega: Allowable 35.431 k -ft Vn/Omega : Allowable 93.810 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 16.500ft Location of maximum on span 33.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.365 in Ratio = 1086 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 33.00 It 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+L+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+Lr+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+S+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+0.750Lr+0.750L+H Dsgn. L = 33.00 It 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+0.750L+0.750S+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+W+H Dsgn.L = 33.00 It 1 0.677 0.031 23.97 23.97 59.17 35.43 1.14 1.00 2.91 140.72 93.81 +D+0.70E+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 33.00 ft 1 0.542 0.025 19.20 19.20 59.17 35.43 1.14 1.00 2.33 140.72 93.81 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 33.00 ft 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 +D+0.750L+0.750S+0.750W+H p Dsgn. L = 33.00 ft 1 0.542 0.025 19.20 19.20 59.17 35.43 1.14 1.00 2.33 14178 93.81 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 33.00 It 1 0.139 0.006 4.91 4.91 59.17 35.43 1.14 1.00 0.60 140.72 93.81 w, BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: or Protect Descr. f� Prhted: 23 AUG 2413, 10:10AM Description: BEAM Line 01 I -J -UPLIFT ONLY Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + IMmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +o.60D+W+H Dsgn. L = 33.00 ft 1 0.621 0.028 22.00 22.00 59.17 35.43 1.14 1.00 2.67 140.72 93.81 W Only Dsgn. L = 33.00 ft 1 0.538 0.025 19.06 19.06 59.17 35.43 1.14 1.00 2.31 140.72 93.81 Overall Maximum Deflections - Unfiactored Loads Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Dell Location in Span D+W 1 0.3645 16.665 0.0000 0.000 Maximum Deflections for toad Combinations - Unfactored'Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0747 16.665 0.0000 0.000 W Only 1 0.2898 16.665 0.0000 0.000 D+W 1 0.3645 16.665 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.905 2.905 D Only 0.595 0.595 W Only 2.310 2.310 D+W 2.905 2.905 Steel Secfion Properties': W16x36 Depth = 15.900 in I xx = 448.00 in"4 J = 0.545 in "4 Web Thick = 0.295 in S xx 56.50 in"3 Cw = 1,460.00 in"6 Flange Width = 6.990 in R xx = 6.510 in Flange Thick = 0.430 in Zx = 64.000 in"3 Area = 10.600 in12 I yy = 24.500 in14 Weight = 36.082 plf S yy = 7.000 in"3 Wno = 27.000 in12 Kdesign = 0.832 in R yy = 1.520 in Sw = 20.300 in"4 K1 = 0.750 in Zy = 10.800 in13 Qf = 11.100 in13 rts = 1.830 in rT = 1.790 in Qw = 31.600 in"3 Ycg = 7.950 in 19 BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: aEA Protect Descr: Printed: 23 AUG 2013, 10:09AM Description : Girder Line D CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination iBC 2006 Unbraced Lengths First Brace starts at 1.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 5.0 ft D(0.1) Span = 26.0 ft W16x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.260, Lr = 0.260 k/ft, Tributary Width =1.0 ft Uniform Load : D = 0.10 klft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.502: 1 Maximum Shear Stress Ratio = 0.114 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma: Applied 52.390 k -ft Va : Applied 8.060 k Mn / Omega: Allowable 104.262 k -ft Vn/Omega : Allowable 70.509 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.0001t Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.309 in Ratio = 1,010 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.736 in Ratio = 424 Max Upward Total Deflection 0.000 in Ratio = 0 <240 MaximumForces 8r Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 ft 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+L+H Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 ft 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+Lr+H Dsgn. L = 0.91 ft 1 0.064 0.114 7.08 7.08 184.17 110.28 1.82 1.00 8.06 117.75 70.51 Dsgn. L = 5.07 ft 1 0.337 0.106 37.11 7.08 37.11 184.17 110.28 1.42 1.00 7.50 117.75 70.51 Dsgn. L = 4.94 ft 1 0.463 0.062 51.05 37.11 51.05 184.17 110.28 1.09 1.00 4.35 11 /ilk AP 70.51 Dsgn. L = 5.07 ft 1 0.502 0.026 52.39 49.62 52.39 174.12 104.26 1.01 1.00 1.85 1 70.51 Dsgn. L = 4.94 it 1 0.450 0.070 49.62 32.90 49.62 184.17 110.28 1.12 1.00 4.92 117.75 70.51 Dsgn. L = 5.07 ft 1 0.298 0.114 32.90 32.90 184.17 110.28 1.54 1.00 8.06 117.75 70.51 N, BRYNTESEN TROPICAL CHEVROLET Project Title: 00 wo. " ADDITION FOR SERVICE WRITE UP Engineer: Project Descr. Description: Girder Line D Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Project ID: Printed: 23 AUG 2413, 10:09AM ,ALCUL 11EnerealcVuke.ec6 , 3, Build:6.13.6:30„ Ver.6.0.25' Summary of Shear Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxfOmega +U+a+r! Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 It 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040, . 28.81 19.10 28.8E 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+0.750Lr+0.750L+H Dsgn. L = 0.91 ft 1 0.057 0.102 6.34 6.34 184.17 110.28 1.82 1.00 7.22 117.75 70.51 Dsgn. L = 5.07 ft 1 0.301 0.095 33.22 6.34 33.22 184.17 110.28 1.42 1.00 6.71 117.75 70.51 Dsgn. L = 4.94 ft 1 0.414 0.055 45.70 33.22 45.70 184.17 110.28 1.09 1.00 3.90 117.75 70.51 Dsgn. L = 5.07 ft 1 0.450 0.024 46.90 44.42 46.90 174.12 104.26 1.01 1.00 1.66 117.75 70.51 Dsgn. L = 4.94 ft 1 0.403 0.062 44.42 29.45 44.42 184.17 110.28 1.12 1.00 4.40 117.75 70.51 Dsgn. L = 5.07 ft 1 0.267 0.102 29.45 29.45 184.17 110.28 1.54 1.00 7.22 117.75 70.51 +D+0.750L+0.750S+H Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 6.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 ft 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+W+H Dsgn. L = 0.91 ft 1 . 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 It 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 ft 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+0.70E+H Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 It 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 0.91 ft 1 0.057 0.102 6.34 6.34 184.17 110.28 1.82 1.00 7.22 117.75 70.51 Dsgn. L = 5.07 ft 1 0.301 0.095 33.22 6.34 33.22 184.17 110.28 1.42 1.00 6.71 117.75 70.51 Dsgn. L = 4.94 It 1 0.414 0.055 45.70 33.22 45.70 184.17 110.28 1.09 1.00 3.90 117.75 70.51 Dsgn. L = 5.07 It 1 0.450 0.024 46.90 44.42 46.90 174.12 104.26 1.01 1.00 1.66 117.75 70.51 Dsgn. L = 4.94 ft 1 0.403 0.062 44.42 29.45 44.42 184.17 110.28 1.12 1.00 4.40 117.75 70.51 Dsgn. L = 5.07 ft 1 0.267 0.102 29.45 29.45 184.17 110.28 1.54 1.00 7.22 117.75 70.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 0.91 ft 1 0.057 0.102 6.34 6.34 184.17 110.28 1.82 1.00 7.22 117.75 70.51 Dsgn. L = 5.07 ft 1 0.301 0.095 33.22 6.34 33.22 184.17 110.28 1.42 1.00 6.71 117.75 70.51 Dsgn. L = 4.94 ft 1 0.414 0.055 45.70 33.22 45.70 184.17 110.28 1.09 1.00 3.90 117.75 70.51 Dsgn. L = 5.07 ft 1 0.450 0.024 46.90 44.42 46.90 174.12 104.26 1.01 1.00 1.66 117.75 70.51 Dsgn. L = 4.94 ft 1 0.403 0.062 44.42 29.45 44.42 184.17 110.28 1.12 1.00 4.40 117.75 70.51 Dsgn. L = 5.07 ft 1 0.267 0.102 29.45 29.45 184.17 110.28 1.54 1.00 7.22 117.75 70.51 +D+0.750L+0.750S+0.750W+H Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 It 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 It 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn.L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 0.91 ft 1 0.037 0.066 4.11 4.11 184.17 110.28 1.82 1.00 4.68 117.75 70.51 Dsgn. L = 5.07 ft 1 0.195 0.062 21.55 4.11 21.55 184.17 110.28 1.42 1.00 4.35 117.75 70.51 Dsgn. L = 4.94 ft 1 0.269 0.036 29.64 21.55 29.64 184.17 110.28 1.09 1.00 2.53 117.75 70.51 Dsgn. L = 5.07 ft 1 0.292 0.015 30.42 28.81 30.42 174.12 104.26 1.01 1.00 1.08 117.75 70.51 Dsgn. L = 4.94 ft 1 0.261 0.040 28.81 19.10 28.81 184.17 110.28 1.12 1.00 2.85 117.75 70.51 Dsgn. L = 5.07 ft 1 0.173 0.066 19.10 19.10 184.17 110.28 1.54 1.00 4.68 117.75 70.51 +0.60D+W+H Dsgn. L = 0.91 ft 1 0.022 0.040 2.47 2.47 184.17 110.28 1.82 1.00 2.81 117.75 70.51 Dsgn. L = 5.07 ft 1 0.117 0.037 12.93 2.47 12.93 184.17 110.28 1.42 1.00 2.61 1 1Q/ 70.51 Dsgn. L = 4.94 ft 1 0.161 0.022 17.78 12.93 17.78 184.17 110.28 1.09 1.00 1.52 -1 1'r175 70.51 Dsgn. L = 5.07 ft 1 0.175 0.009 18.25 17.29 18.25 174.12 104.26 1.01 1.00 0.65 117.75 10.51 Dsgn.L = 4.94 ft 1 0.157 0.024 17.29 11.46 17.29 184.17 110.28 1.12 1.00 1.71 117.75 70.51 BRYNTESEN ; TROPICAL CHEVROLET Project Title: AY ADDITION FOR SERVICE WRITE UP Engineer: Project ID: or Project Descr: s�" 5 y "Printed: 23 AUG 2413, 10:00AM Steel Steel Beam Fife=Z:1CADDDR-1v0-PROJ-1, UdUDELL-lkTROPIC-IICALCUL-�11EnercaWcVuke.ec6 - ENERCAIC, INC,1963-2013, Buiid:613.6.36Ner.6.0.25 Description : Girder Line D Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx'Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.07 ft 1 0.104 0.040 11.46 11.46 184.17 110.28 1.54 1.00 2.81 117:75 70.51 +0.60D+0.70E+H Dsgn. L = 0.91 ft 1 0.022 0.040 2.47 2.47 184.17 110.28 1.82 1.00 2.81 117.75 70.51 Dsgn. L = 5.07 It 1 0.117 0.037 12.93 2.47 12.93 184.17 110.28 1.42 1.00 2.61 117.75 70.51 Dsgn. L = 4.94 It 1 0.161 0.022 17.78 12.93 17.78 184.17 110.28 1.09 1.00 1.52 117.75 70.51 Dsgn. L = 5.07 It 1 0.175 0.009 18.25 17.29. 18.25 174.12 104.26 1.01 1.00 0.65 117.75 70.51 Dsgn. L = 4.94 It 1 0.157 0.024 17.29 11.46 17.29 184.17 110.28 1.12 1.00 1.71 117.75 70.51 Dsgn. L = 5.07 ft 1 0.104 0.040 11.46 11.46 184.17 110.28 1.54 1.00 2.81 117.75 70.51 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 0.7361 13.130 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Defl Location in Span D Only 10.4274 13.130 0.0000 0.000 Lr Only 1 ... 0.3087 13.130 ... 0.0000 0.000 D+Lr 1 0.7361 13.130 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.060 8.060 D Only 4.680 4.680 Lr Only 3.380 3.380 D+Lr 8.060 8.060 Steel Section Properties :` W16x26 Depth = 15.700 in I xx = 301.00 in^4 J = 0.262 in^4 Web Thick = 0.250 in S xx 38.40 in"3 CW = 565.00 in"6 Flange Width = 5.500 in R xx = 6.260 in Flange Thick = 0.345 in Zx = 44.200 in^3 Area = 7.680 in"2 Iyy = 9.590 in^4 Weight = 26.143 plf S yy = 3.490 in^3 Wno = 21.100 in^2 Kdesign = 0.747 in R yy = 1.120 in SW = 10.000 in^4 K1 = 0.750 in Zy = 5.480 in"3 Qf = 6.950 in^3 its = 1.380 in rT = 1.360 in QW = 21.600 in^3 Ycg = 7.850 in 22 BRYNTESEN- TROPICAL CHEVROLET A ADDITION FOR SERVICE WRITE UP 00 Project Title: Engineer: Project ID: Project Descr. Printed: 23 AUG 2013, 10:09At.0 Description: Girder Line G CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination iBC 2006 Unbraced Lengths First Brace starts at 1.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 5.0 ft Span = 26.0 ft W 18x35 Applied Loads 277.08 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.60, Lr = 0.60 k/ft, Tributary Width =1.0 ft 9.10 Segment Uniform Load : D = 0.10 k/ft, Tributary Width = 1.0 ft, (Parapet) M V DESIGN SUMMARY Mmax - D Only " • Maximum Bending Stress Ratio = 0.683: 1 Maximum Shear Stress Ratio = 0.159: 1 Section used for this span W18x35 Section used for this span W1 8x35 Ma: Applied 109.850 k -ft Va : Applied 16.90 k Mn / Omega: Allowable 160.720 k -ft Vn/Omega : Allowable 106.20 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 0.368 0.020 59.15 Max Downward L+Lr+S Deflection 0.420 in Ratio= 742 1 Max Upward L+Lr+S Deflection 0.000 in Ratio= O <360 37.14 Max Downward Total Deflection 0.911 in Ratio= 342 0.224 Max Upward Total Deflection 0.000 in Ratio= 0 <240 +D+L+H Maximum forces & Stresses for Load Combinations Load Combination 277.08 Max Stress Ratios 1.82 1.00 9.10 Segment Length Span # M V Mmax + Mmax - D Only 106.20 57.64 277.08 165.92 1.09 1.00 4.91 Dsgn. L = 0.91 ft 1 0.048 0.086 7.99 2.09 Dsgn. L = 5.07 ft 1 0.253 0.080 41.90 7.99 Dsgn. L = 4.94 ft 1 0.347 0.046 57.64 41.90 Dsgn. L = 5.07 ft 1 0.368 0.020 59.15 56.02 Dsgn. L = 4.94 It 1 0.338 0.052 56.02 37.14 Dsgn. L = 5.07 ft 1 0.224 0.086 37.14 4.91 +D+L+H 106.20 59.15 268.40 160.72 1.01 1.00 2.09 Dsgn. L = 0.91 ft 1 0.048 0.086 7.99 5.55 Dsgn. L = 5.07 ft 1 0.253 0.080 41.90 7.99 Dsgn. L = 4.94 ft 1 0.347 0.046 57.64 41.90 Dsgn. L = 5.07 ft 1 0.368 0.020 59.15 56.02 Dsgn. L = 4.94 ft 1 0.338 0.052 56.02 37.14 Dsgn. L = 5.07 It 1 0.224 0.086 37.14 3.89 +D+Lr+H 106.20 104.04 277.08 165.92 1.12 1.00 10.31 Dsgn. L = 0.91 ft 1 0.089 0.159 14.84 16.90 Dsgn. L = 5.07 ft 1 0.469 0.148 77.82 14.84 Dsgn. L = 4.94 ft 1 0.645 0.086 107.04 77.82 Dsgn. L = 5.07 It 1 0.683 0.037 109.85 104.04 Dsgn. L = 4.94 ft 1 0.627 0.097 104.04 68.97 Dsgn. L = 5.07 It 1 0.416 0.159 68.97 Summary of Moment Values Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 41.90 27708 165.92 1.42 1.00 8.46 159.30 106.20 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 14.84 277.08 165.92 1.82 1.00 16.90 159.30 106.20 77.82 277.08 165.92 1.42 1.00 15.72 159.30 106.20 107.04 277.08 165.92 1.09 1.00 9.13 15 106.20 109.85 268.40 160.72 1.01 1.00 3.89 1S 106.20 104.04 277.08 165.92 1.12 1.00 10.31 159.30 106.20 68.97 277.08 165.92 1.54 1.00 16.90 159.30 106.20 y- sRYNTESEN TROPICAL CHEVROLET 'a ` ADDITION FOR SERVICE WRITE UP 100 Oro Description : Girder Line G Project Title: Engineer: Project ID: Project Descr. Printed: 23 AUG 2013, 10:09AMt Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + 101max - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+S+H Dsgn. L = 0.91 ft 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn.L = 5.07 it 1 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 Dsgn. L = 4.94 It 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 ft 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn. L = 4.94 it 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 :1.12 1.00 5.55 159.30. 106.20 Dsgn. L = 5.07 it 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 +D+0.750Lr+0.750L+H Dsgn. L = 0.91 it 1 0.079 0.141 13.13 13.13 277.08 165.92 1.82 1.00 14.95 159.30 106.20 Dsgn. L = 5.07 ft 1 0.415 0.131 68.84 13.13 68.84 277.08 165.92 1.42 1.00 13.90 159.30 106.20 Dsgn. L = 4.94 ft 1 0.571 0.076 94.69 68.84 94.69 277.08 165.92 - 1.09 1.00 8.07 159.30 106.20 Dsgn. L = 5.07 it 1 0.605 0.032 97.18 92.03 97.18 268.40 160.72 1.01 1.00 3.44 159.30 106.20 Dsgn. L = 4.94 It 1 0,555 0.086 92.03 61.02 92.03 277.08 165.92 1.12 1.00 9.12 159.30 106.20 Dsgn. L = 5.07 it 1 0.368 0.141 61.02 61.02 277.08 165.92 1.54 1.00 14.95 159.30 106.20 +D+0.750L+0.750S+H Dsgn. L = . 0.91 it 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn. L = 5.07 it t 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 166.20 Dsgn. L = 4.94 it 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 it 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn. L = 4.94 it 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 Dsgn. L = 5.07 ft 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 +D+W+H Dsgn. L.= 0.91 ft 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn. L = 5.07 it 1 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 Dsgn. L = 4.94 it 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 it 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn. L = 4.94 It 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 Dsgn. L = 5.07 ft 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 +D+0.70E+H Dsgn. L = 0.91 It 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn. L = 5.07 ft 1 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 Dsgn. L = 4.94 it 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 it 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn.L = 4.94 it 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 Dsgn. L = 5.07 ft 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 0.91 ft 1 0.079 0.141 13.13 13.13 277.08 165.92 1.82 1.00 14.95 159.30 106.20 Dsgn. L = 5.07 It 1 0.415 0.131 68.84 13.13 68.84 277.08 165.92 1.42 1.00 13.90 159.30 106.20 Dsgn. L = 4.94 ft 1 0.571 0.076 94.69 68.84 94.69 277.08 165.92 1.09 1.00 8.07 159.30 106.20 Dsgn. L = 5.07 ft 1 0.605 0.032 97.18 92.03 97.18 268.40 160.72 1.01 1.00 3.44 159.30 106.20 Dsgn. L = 4.94 it 1 0.555 0.086 92.03 61.02 92.03 277.08 165.92 1.12 1.00 9.12 159.30 106.20 Dsgn. L = 5.07 It 1 0.368 0.141 61.02 61.02 277.08 165.92 1.54 1.00 14.95 159.30 106.20 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 0.91 It 1 0.079 0.141 13.13 13.13 277.08 165.92 1.82 1.00 14.95 159.30 106.20 Dsgn. L = 5.07 ft 1 0.415 0.131 68.84 13.13 68.84 277.08 165.92 1.42 1.00 13.90 159.30 106.20 Dsgn. L = 4.94 ft 1 0.571 0.076 94.69 68.84 94.69 277.08 165.92 1.09 1.00 8.07 159.30 106.20 Dsgn. L = 5.07 ft 1 0.605 0.032 97.18 92.03 97.18 268.40 160.72 1.01 1.00 3.44 159.30 106.20 Dsgn. L = 4.94 It 1 0.555 0.086 92.03 61.02 92.03 277.08 165.92 1.12 1.00 9.12 159.30 106.20 Dsgn. L = 5.07 ft 1 0.368 0.141 61.02 61.02 277.08 165.92 1.54 1.00 14.95 159.30 106.20 +D+0.750L+0.750S+0.750W+H Dsgn. L = 0.91 It 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn. L = 5.07 It 1 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 Dsgn. L = 4.94 it 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 it 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn. L = 4.94 ft 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 1.12 1.00 5.55 159.30 106.20 Dsgn. L = 5.07 ft 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9.10 159.30 106.20 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 0.91 It 1 0.048 0.086 7.99 7.99 277.08 165.92 1.82 1.00 9.10 159.30 106.20 Dsgn. L = 5.07 it 1 0.253 0.080 41.90 7.99 41.90 277.08 165.92 1.42 1.00 8.46 159.30 106.20 Dsgn. L = 4.94 it 1 0.347 0.046 57.64 41.90 57.64 277.08 165.92 1.09 1.00 4.91 159.30 106.20 Dsgn. L = 5.07 ft 1 0.368 0.020 59.15 56.02 59.15 268.40 160.72 1.01 1.00 2.09 159.30 106.20 Dsgn. L = 4.94 it 1 0.338 0.052 56.02 37.14 56.02 277.08 165.92 1.12 1.00 5,55 159.30 106.20 Dsgn. L = 5.07 it 1 0.224 0.086 37.14 37.14 277.08 165.92 1.54 1.00 9,10 159.30 106.20 +0.60D+W+H Dsgn. L = 0.91 It 1 0.029 0.051 4.79 4.79 277.08 165.92 1.82 1.00 5.46 159.30 106.20 Dsgn. L = 5.07 It 1 0.152 0.048 25.14 4.79 25.14 277.08 165.92 1.42 1.00 5.08 1 9A 106.20 Dsgn. L = 4.94 ft 1 0.208 0.028 34.58 25.14 34.58 277.08 165.92 1.09 1.00 2.95 1 0 106.20 Dsgn. L = 5.07 ft 1 0.221 0.012 35.49 33.61 35.49 268.40 160.72 1.01 1.00 1.26 159.30 106.20 Dsgn. L = 4.94 it 1 0.203 0.031 33.61 22.28 33.61 277.08 165.92 1.12 1.00 3.33 159.30 106.20 . MR TESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Protect Descr: rmtet 23 AUG 2613. 19:09AM Description: Girder Line G Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.07 ft 1 0.134 0.051 22.28 22.28 277.08 165.92 1.54 1.00 5.46 159.30 106.20 +0.60D+0.70E+H Dsgn. L = 0.91 ft 1 0.029 0.051 4.79 4.79 277.08 165.92 1.82 1.00 5.46 159.30 106.20 Dsgn. L = 5.07 ft 1 0.152 0.048 25.14 4.79 25.14 277.08 165.92 1.42 1.00 5.08 159.30 106.20 Dsgn. L = 4.94 ft 1 0.208 0.028 34.58 25.14 34.58 277.08 165.92 1.09 1.00 2.95 159.30 106.20 Dsgn. L = 5.07 It 1 0.221 0.012 35.49 33.61 35.49 268.40 160.72 1.01 1.00 1.26 . 159.30 106.20 Dsgn. L = 4.94 ft 1 0.203 0.031 33.61 22.28 33.61 277.08 165.92 1.12 1.00 3.33 159.30 106.20 Dsgn. L = 5.07 It 1 0.134 0.051 22.28 22.28 277.08 165.92 1.54 1.00 5.46 159.30 106.20 Overall Maximum Deflections • Unfactored'Loads Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defi Location in Span D+Lr 1 0.9110 13.130 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored`Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Deft Location in Span D Only 10.4905 13.130 0.0000 0.000 Lr Only 1 0.4205 13.130 0.0000 0.000 D+Lr 1 0.9110 13.130 0.0000 0.000 Vertical Reactions • Unfactomd Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.900 16.900 D Only 9.100, 9.1.00 Lr Only 7.800 7.800 D+Lr 16.900 16.900 Steel Section Properties : W18x35 Depth = 17.700 in I xx = 510.00 in"4 J = 0.506 in"4 Web Thick = 0.300 in S xx 57.60 in"3 Cw = 1,140.00 in"6 Flange Width = 6.000 in R xx = 7.040 in Flange Thick = 0.425 in Zx = 66.500 in"3 Area = 10.300 in"2 Iyy = 15.300 in"4 Weight = 35.061 pK S yy = 5.120 in^3 Wno = 25.900 in12 Kdesign = 0.827 in Ryy = 1.220 in Sw = 16.500 in"4 Kt = 0.750 in Zy = 8.060 in"3 Of = 10.500 in"3 its = 1.520 in rT = 1.490 in Qw = 32.700 in"3 Ycg = 8.850 in 25 4 ~ti f rz TesEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: Ari; Ws 23 AVG 2013. 70:09.AM Description : Girder Line I Span =26.0ft W 18x40 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0. 30, Lr = 0.80 klft, Tributary Width = 1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.706: 1 Maximum Shear Stress Ratio = 0.184 : 1 Section used for this span W18x40 Section used for this span W18X40 Ma: Applied 135.200 k -ft Va : Applied 20.80 k Mn / Omega: Allowable 191.576 k -ft Vn/Omega : Allowable 112.770 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 1.42 1.00 9.67 169.16 Max Downward L+Lr+S Deflection 0.467 in Ratio= 667 1 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 47.89 Max Downward Total Deflection 0.934 in Ratio= 334 1.09 1.00 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Dsgn. L = Maximum Forces & Stresses for Load Combinations 1 0.353 Load Combination Max Stress Ratios 67.60 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 0.91 ft 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 ft 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 ft 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 ft 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 It 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 ft 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+L+H Dsgn. L = 0.91 ft 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 ft 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 ft 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 It 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 ft 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 It 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+Lr+H Dsgn. L = 0.91 It 1 0.093 0.184 18.27 18.27 326.67 195.61 1.82 1.00 20.80 169.16 112.77 Dsgn. L = 5.07 It 1 0.490 0.172 95.78 18.27 95.78 326.67 195.61 1.42 1.00 19.34 169.16 112.77 Dsgn. L = 4.94 It 1 0.673 0.100 131.74 95.78 131.74 326.67 195.61 1.09 1.00 11.23 169.16 112.77 Dsgn. L = 5.07 it 1 0.706 0.042 135.20 128.05 135.20 319.93 191.58 1.01 1.00 4.78 16W 112.77 Dsgn. L = 4.94 It 1 0.655 0.113 128.05 84.89 128.05 326.67 195.61 1.12 1.00 12.69 1 112.77 Dsgn. L = 5.07 ft 1 0.434 0.184 84.89 84.89 326.67 195.61 1.54 1.00 20.80 169.16 112.77 +D+S+H F BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr. Printed: 23 AUG 2013, 10:09AM Description : Girder Line I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length - Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxrOmega Dsgn. L = 0.91 it 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 ft 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 It 1- 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 it 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 it 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = . 5.07 ft 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+0.750Lr+0.750L+H Dsgn.L = 0.91 it 1 0.082 0.161 15.98 15.98 326.67 195.61 1.82 1.00 18.20 169.16 112.77 Dsgn. L = 5.07 it 1 0.428 0.150 83.000 15.98 83.80 326.67 195.61 1.42 1.00 16.93 169.16 112.77 Dsgn. L = 4.94 It 1 0.589 0.087 115.27 83.80 115.27 326.67 195.61 1.09 1.00 9.83 169.16 112.77 Dsgn. L = 5.07 it 1 0.618 0.037 118.30 112.04 118.30 319.93 191.58 1.01 1.00 4.19 169.16 112.77 Dsgn. L = 4.94 it 1 0.573 0.098 112.04 74.28 112.04 326.67 195.61 1.12 1.00 11.10 169.16 112.77 Dsgn. L = 5.07 it 1 0.380 0.161 74.28 74.28 326.67 195.61 1.54 1.00 18.20 169.16 112.77 +D+0.750L+0.750S+H Dsgn. L = 0.91 It 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 it 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 ft 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 It 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 It 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 it 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+W+H Dsgn. L = 0.91 it 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 it 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 it 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.69 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 ft 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 it 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 it 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+0.70E+H Dsgn. L = 0.91 It 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 ft 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 it 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 It 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 ft 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 It 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 0.91 It 1 0.082 0.161 15.98 15.98 326.67 195.61 1.82 1.00 18.20 169.16 112.77 Dsgn. L = 5.07 it 1 0.428 0.150 83.80 15.98 83.80 326.67 195.61 1.42 1.00 16.93 169.16 112.77 Dsgn. L = 4.94 it 1 0.589 0.087 115.27 83.80 115.27 326.67 195.61 1.09 1.00 9.83 169.16 112.77 Dsgn. L = 5.07 it 1 0.618 0.037 118.30 112.04 118.30 319.93 191.58 1.01 1.00 4.19 169.16 112.77 Dsgn. L = 4.94 It 1 0.573 0.098 112.04 74.28 112.04 326.67 195.61 1.12 1.00 11.10 169.16 112.77 Dsgn. L = 5.07 it 1 0.380 0.161 74.28 74.28 326.67 195.61 1.54 1.00 18.20 169.16 112.77 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 0.91 it 1 0.082 0.161 15.98 15.98 326.67 195.61 1.82 1.00 18.20 169.16 112.77 Dsgn. L = 5.07 ft 1 0.428 0.150 83.80 15.98 83.80 326.67 195.61 1.42 1.00 16.93 169.16 112.77 Dsgn. L = 4.94 It 1 0.589 0.087 115.27 83.80 115.27 326.67 195.61 1.09 1.00 9.83 169.16 112.77 Dsgn. L = 5.07 it 1 0.618 0.037 118.30 112.04 118.30 319.93 191.58 1.01 1.00 4.19 169.16 112.77 Dsgn. L = 4.94 It 1 0.573 0.098 112.04 74.28 112.04 326.67 195.61 1.12 1.00 11.10 169.16 112.77 Dsgn. L = 5.07 It 1 0.380 0.161 74.28 74.28 326.67 195.61 1.54 1.00 18.20 169.16 112.77 +D+0.750L+0.750S+0.750W+H Dsgn. L = 0.91 It 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 It 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 It 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 It 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 It 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 It 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 0.91 It 1 0.047 0.092 9.13 9.13 326.67 195.61 1.82 1.00 10.40 169.16 112.77 Dsgn. L = 5.07 It 1 0.245 0.086 47.89 9.13 47.89 326.67 195.61 1.42 1.00 9.67 169.16 112.77 Dsgn. L = 4.94 It 1 0.337 0.050 65.87 47.89 65.87 326.67 195.61 1.09 1.00 5.62 169.16 112.77 Dsgn. L = 5.07 ft 1 0.353 0.021 67.60 64.02 67.60 319.93 191.58 1.01 1.00 2.39 169.16 112.77 Dsgn. L = 4.94 It 1 0.327 0.056 64.02 42.45 64.02 326.67 195.61 1.12 1.00 6.34 169.16 112.77 Dsgn. L = 5.07 It 1 0.217 0.092 42.45 42.45 326.67 195.61 1.54 1.00 10.40 169.16 112.77 +0.60D+W+H Dsgn. L = 0.91 ft 1 0.028 0.055 5.48 5.48 326.67 195.61 1.82 1.00 6.24 169.16 112.77 Dsgn. L = 5.07 it 1 0.147 0.051 28.73 5.48 28.73 326.67 195.61 1.42 1.00 5.80 169.16 112.77 Dsgn. L = 4.94 It 1 0.202 0.030 39.52 28.73 39.52 326.67 195.61 1.09 1.00 3.37 1?y 112.77 Dsgn. L = 5.07 ft 1 0.212 0.013 40.56 38.41 40.56 319.93 191.58 1.01 1.00 1.44 1 112.77 Dsgn. L = 4.94 it 1 0.196 0.034 38.41 25.47 38.41 326.67 195.61 1.12 1.00 3.81 169.16 112.77 Dsgn. L = 5.07 it 1 0.130 0.055 25.47 25.47 326.67 195.61 1.54 1.00 6.24 169.16 112.77 BRYNTESEM TROPICAL CHEVROLET Project Title: • ADDITION FOR SERVICE WRITE UP Engineer. Project Descr: Description : Girder Line 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Project ID: Prhted9 23 AUG 2013, 10:09AM Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 0.91 ft 1 0.028 0.055 5.48 5.48 326.67 195.61 1.82 1.00 6.24 169.16 112.77 Dsgn. L = 5.07 ft 1 0.147 0.051 28.73 5.48 28.73 326.67 195.61 1.42 1.00 5.80 169.16 112.77 Dsgn. L = 4.94 ft 1 0.202 0.030 39.52 28.73 39.52 326.67 195.61 1.09 1.00 3.37 169.16 112.77 Dsgn. L = 5.07 ft 1 0.212 0.013 40.56 38.41 40.56 319.93 191.58 1.01 1.00 1.44 169.16 112.77 Dsgn. L = 4.94 ft 1 0.196 .0.034 38.41 25.47 38.41 326.67 195.61 1.12 1.00 3.81 169.16 112.77 . Dsgn. L = 5.07 ft 1 0.130 0.055 25.47 25.47 326.67 195.61 1.54 1.00 6.24 169.16 112.77 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.' " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 0.9343 13.130 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.4672 13.130 0.0000 0.000 Lr Only 10.4672 13.130 0.0000 0.000 D+Lr 1 _ 0.9343 13.130 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 20.800 20.800 D Only 10.400 10.400 Lr Only 10.400 10.400 D+Lr 20.800 20.800 Steel Section Properties :' W18x40 Depth = 17.900 in I xx = 612.00 in"4 J = 0.810 in"4 Web Thick = 0.315 in S xx 68.40 in13 Cw = 1,440.00 in^6 Flange Width = 6.020 in R xx = 7.210 in Flange Thick = 0.525 in Zx = 78.400 in"3 Area = 11.800 in"2 1 yy = 19.100 in^4 Weight = 40.167 plf S yy = 6.350 in"3 Wno = 26.100 in"2 Kdesign = 0.927 in R yy = 1.270 in Sw = 20.700 in"4 K1 = 0.813 in Zy = 10.000 in"3 Qf = 13.000 in"3 rts = 1.560 in rT = 1.520 in Qw = 38.600 in"3 Ycg = 8.950 in W BRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr: 11 �sgea3a� Printed: 23 AUG 2013, 10:09AM Description: Girder Line J CODE REFERENCES Calculations per A!SC 360-05 Load Combination Set: IBC 2006 Material Properties . Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination IBC 2006 Unbraced Lengths First Brace starts at 1.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 5.0 ft 1 * Di Span = 26.0 ft W 16x31 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.50, Lr = 0.50 k/ft, Tributary Width =1.0 ft Uniform Load: D = 0.10 k/ft, Tributary Width =1.0 ft, (Parapet) DESIGN SUMMARY � • MaximumBendingStress Ratio = 0.720: 1 Maximum Shear Stress Ratio - 0.164 : 1 Section used for this span W16x31 Section used for this span W16x31 Ma: Applied 92.950 k -ft Va : Applied 14.30 k Mn / Omega: Allowable 129.166 k -ft Vn/Omega : Allowable 87.450 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.000ft Location of maximum on span 26.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Dsgn.L = 4.94 It 1 Max Downward L+Lr+S Deflection 0.476 in Ratio= 654 35.92 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 1.09 1.00 Max Downward Total Deflection 1.048 in Ratio = 298 Dsgn. L = Max Upward Total Deflection 0.000 in Ratio = 0 <240 0.021 Maximum Forces S Stresses for Load Combinations' 48.02 50.70 Load Combination Max Stress Ratios 129.17 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 0.91 ft 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 ft 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn.L = 4.94 It 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 It 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 It 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+L+H Dsgn. L = 0.91 It 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 It 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 It 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 It 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 ft 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 It 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+Lr+H Dsgn. L = 0.91 ft 1 0.093 0.164 12.56 12.56 225.00 134.73 1.82 1.00 14.30 131.18 87.45 Dsgn. L = 5.07 ft 1 0.489 0.152 65.85 12.56 65.85 225.00 134.73 1.42 1.00 13.30 131.18 87.45 Dsgn. L = 4.94 It 1 0.672 0.088 90.57 65.85 90.57 225.00 134.73 1.09 1.00 7.72 1 87.45 Dsgn. L = 5.07 ft 1 0.720 0.038 92.95 88.03 92.95 215.71 129.17 1.01 1.00 3.29 1 87.45 Dsgn. L = 4.94 It 1 0.653 0.100 88.03 58.36 88.03 225.00 134.73 1.12 1.00 8.72 131.18 87.45 Dsgn. L = 5.07 It 1 0.433 0.164 58.36 58.36 225.00 134.73 1.54 1.00 14.30 131.18 87.45 N ,, BRYNTESEN' TROPICAL CHEVROLET EITIUCTL ENADDITION FOR SERVICE WRITE UP a Description: Girder Line J Project Title: Engineer: Project ID: Protect Descr: Prhtad: 23 AUG 2013, 10:09AM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.91 It 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L =- 5.07 It 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 ft 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 It 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L= 4.94 It 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 It 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+0.7501 -r+0.7501-+1-1 Dsgn. L = 0.91 It 1 0.083 0.145 11.13 11.13 225.00 134.73 1.82 1.00 12.68 131.18 87.45 Dsgn. L = 5.07 It 1 0.433 0.135 58.36 11.13 58.36 225.00 134.73 1.42 1.00 11.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.596 0.078 80.28 58.36 80.28 225.00 134.73 1.09 1.00 6.84 131.18 87.45 Dsgn. L = 5.07 ft 1 0.638 0.033 82.39 78.03 82.39 215.71 129.17 1.01 1.00 2.92 131.18 87.45 Dsgn, L = 4.94 ft 1 0.579 0.088 78.03 51.73 78.03 225.00 134.73 1.12 1.00 7.73 131.18 87.45 Dsgn. L = 5.07 It 1 0.384 0.145 51.73 51.73 225.00 134.73 1.54 1.00 12.68 131.18 87.45 +D+0.750L+0.750S+H . Dsgn. L = 0.91 It 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 1)sgn. L = 5.07 ft 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 It 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 ft 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 ft 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 ft 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+W+H Dsgn. L = 0.91 ft 1 0.051 0.089 6.85 6.85 225.00 134.73. 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 ft 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 ft 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 ft 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 ft 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 ft 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+0.70E+H Dsgn. L = 0.91 It 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 It 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 It 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 It 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 ft 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 0.91 It 1 0.083 0.145 11.13 11.13 225.00 134.73 1.82 1.00 12.68 131.18 87.45 Dsgn. L = 5.07 ft 1 0.433 0.135 58.36 11.13 58.36 225.00 134.73 1.42 1.00 11.79 131.18 87.45 Dsgn. L = 4.94 ft 1 0.596 0.078 80.28 58.36 80.28 225.00 134.73 1.09 1.00 6.84 131.18 87.45 Dsgn. L = 5.07 It 1 0.638 0.033 82.39 78.03 82.39 215.71 129.17 1.01 1.00 2.92 131.18 87.45 Dsgn. L = 4.94 ft 1 0.579 0.088 78.03 51.73 78.03 225.00 134.73 1.12 1.00 7.73 131.18 87.45 Dsgn. L = 5.07 ft 1 0.384 0.145 51.73 51.73 225.00 134.73 1.54 1.00 12.68 131.18 87.45 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 0.91 It 1 0.083 0.145 11.13 11.13 225.00 134.73 1.82 1.00 12.68 131.18 87.45 Dsgn. L = 5.07 ft 1 0.433 0.135 58.36 11.13 58.36 225.00 134.73 1.42 1.00 11.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.596 0.078 80.28 58.36 80.28 225.00 134.73 1.09 1.00 6.84 131.18 87.45 Dsgn. L = 5.07 It 1 0.638 0.033 82.39 78.03 82.39 215.71 129.17 1.01 1.00 2.92 131.18 87.45 Dsgn. L = 4.94 ft 1 0.579 0.088 78.03 51.73 78.03 225.00 134.73 1.12 1.00 7.73 131.18 87.45 Dsgn. L = 5.07 ft 1 0.384 0.145 51.73 51.73 225.00 134.73 1.54 1.00 12.68 131.18 87.45 +D+0.750L+0.750S+0.750W+H Dsgn. L = 0.91 ft 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 ft 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 ft 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 ft 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 It 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 0.91 It 1 0.051 0.089 6.85 6.85 225.00 134.73 1.82 1.00 7.80 131.18 87.45 Dsgn. L = 5.07 It 1 0.267 0.083 35.92 6.85 35.92 225.00 134.73 1.42 1.00 7.25 131.18 87.45 Dsgn. L = 4.94 It 1 0.367 0.048 49.40 35.92 49.40 225.00 134.73 1.09 1.00 4.21 131.18 87.45 Dsgn. L = 5.07 ft 1 0.393 0.021 50.70 48.02 50.70 215.71 129.17 1.01 1.00 1.79 131.18 87.45 Dsgn. L = 4.94 It 1 0.356 0.054 48.02 31.83 48.02 225.00 134.73 1.12 1.00 4.76 131.18 87.45 Dsgn. L = 5.07 It 1 0.236 0.089 31.83 31.83 225.00 134.73 1.54 1.00 7.80 131.18 87.45 +0.601)+W+H Dsgn. L = 0.91 ft 1 0.031 0.054 4.11 4.11 225.00 134.73 1.82 1.00 4.68 131.18 87.45 Dsgn. L = 5.07 ft 1 0.160 0.050 21.55 4.11 21.55 225.00 134.73 1.42 1.00 4.35 13 87.45 Dsgn. L = 4.94 ft 1 0.220 0.029 29.64 21.55 29.64 225.00 134.73 1.09 1.00 2.53 13 .1 87.45 Dsgn. L = 5.07 It 1 0.236 0.012 30.42 28.81 30.42 215.71 129.17 1.01 1.00 1.08 131.18 87.45 Dsgn. L = 4.94 It 1 0.214 0.033 28.81 19.10 28.81 225.00 134.73 1.12 1.00 2.85 131.18 87.45 BRVNTESEN TROPICAL CHEVROLET Project Title: "ADDITION FOR SERVICE WRITE UP Engineer: Project ID: 101T L-1- F1 Project Descr: r Printed: 23 AUG 2013. 10:09AM Description: Girder Line J Load Combination Span Max Stress Ratios Location in Span Load Combination Summary of Moment Values Location in Span Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.07 ft 1 0.142 0.054 19.10 D Only 19.10 225.00 134.73 1.54 1.00 4.68 131.18 87.45 +0.60D+0.70E+H 0.4765 13.130 0.0000 0.000 D+Lr 1 1.0483 13.130 0.0000 0.000 Dsgn. L = 0.91 ft 1 0.031 0.054 4.11 4.11 225.00 134.73 1.82 1.00 4.68 131.18 87.45 Dsgn. L = 5.07 ft 1 0.160 0.050 21.55 4.11 21.55 225.00 134.73 1.42 1.00 4.35 131.18 87.45 Dsgn. L = 4.94 ft 1 0.220 0.029 29.64 21.55 29.64 225.00 134.73 1.09 1.00 2.53 131.18 87.45 Dsgn. L = 5.07 ft 1 0.236 0.012 30.42 28.81 30.42 215.71 129.17 1.01 .1.00 . 1.08 . 131,18. 87.45 Dsgn. L = 4.94 ft 1 0.214 0.033 28.81 19.10 28.81 225.00 134.73 1.12 1.00 2.85 131.18 87.45 Dsgn. L = 5.07 It 1 0.142 0.054 19.10 0.440 in 19.10 225.00 134.73 1.54 1.00 4.68 131.18 87.45 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span D+Lr 1 1.0483 13.130 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Dell Location in Span D Only 10.5718 13.130 0.0000 0.000 Lr Only1 _ 0.4765 13.130 0.0000 0.000 D+Lr 1 1.0483 13.130 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.300 14.300 D Only . 7.800 7:800 Lr Only 6.500 6.500 D+Lr 14.300 14.300 Steel Section Properties : WIWI Depth = 15.900 in I xx '- 375.00 in14 J = 0.461 in"4 Web Thick = 0.275 in S xx 47.20 in"3 Cw = 739.00 in"6 Flange Width = 5.530 in R xx = 6.410 in Flange Thick = 0.440 in Zx = 54.000 in"3 Area = 9.130 in12 I yy = 12.400 in"4 Weight = 31.079 plf S yy = 4.490 in"3 Wno = 21.400 in12 Kdesign = 0.842 in R yy = 1.170 in Sw = 13.000 in"4 K1 = 0.750 in Zy = 7.030 in"3 Of = 8.940 in"3 rts = 1.420 in rT = 1.390 in Qw = 26.600 in"3 Ycg = 7.950 in 31 sRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer. Project ID: Project Descr: Description : wind tube at write up CQDEREFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination IBC 2006 Applied Loads ..........-- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: W = 0.150 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • ° • Maximum Bending Stress Ratio = 0.504: 1 Maximum Shear Stress Ratio = 0.051 .. 1 Section used for this span HSS8x8x3i16 Section used for this span HSS8x8x3/16 Ma: Applied 14.332 k -ft Va : Applied 2.205 k Mn / Omega: Allowable 28.434 k -ft Vn/Omega : Allowable 43.009 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 13.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.114 in Ratio= 280 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 26.00 ft 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+L+H Dsgn. L = 26.00 It 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+Lr+H Dsgn. L = 26.00 It 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+S+H Dsgn. L = 26.00 ft 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+0.750Lr+0.750L+H Dsgn. L = 26.00 ft 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+0.750L+0.750S+H Dsgn. L = 26.00 ft 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+W+H Dsgn. L = 26.00 ft 1 0.504 0.051 14.33 14.33 47.48 28.43 1.14 1.00 2.20 71.82 43.01 +D+0.70E+H Dsgn. L = 26.00 ft 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 26.00 ft 1 0.393 0.040 11.16 11.16 47.48 28.43 1.14 1.00 1.72 71.82 43.01 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 26.00 it 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 +D+0.750L+0.750S+0.750W+H Dsgn. L = 26.00 It 1 0.393 0.040 11.16 11.16 47.48 28.43 1.14 1.00 1.72 W 43.01 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 26.00 It 1 0.058 0.006 1.66 1.66 47.48 28.43 1.14 1.00 0.25 71.82 43.01 �Jb 0 BRYNTESEN TROPICAL CHEVROLET Project Title: w : ADDITION FOR SERVICE WRITE UP Engineer. Project ID: Project Descr: � a Printed: 23 AUG 2043, 10..*MAM Description : wind tube at write up Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 26.00 ft 1 0.481 0.049 13.67 13.67 47.48 28.43 1.14 1.00 2.10 71.82 43.01 +0.60D+0.70E+H Dsgn. L = 26.00 ft 1 0.035 0.004 0.99 0.99 47.48 28.43 1.14 1.00 0.15 71.82 43.01 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+W 1 1.1143 13.130 0.0000 0.000 MaximumDeflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Def Location in Span Span Max. Upward Defl Location in Span D Only 1 0.1288 13.130 0.0000 0.000 W Only 1 0.9854 13.130 0.0000 0.000 D+W 1 1.1143 13.130 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.205 2.205 D Only 0.255 0.255 W Only 1.950 1.950 D+W 2.205 2.205 Steel Section Properties : HSS8x8x3/16 Depth = 8.000 in I xx = 54.40 in^4 J = 84.500 in"4 S xx 13.60 in"3 Width = 8.000 in R xx = 3.180 in Wall Thick = 0.174 in Zx = 15.700 in"3 Area = 5.370 in"2 1 yy = 54.400 in"4 C = 0.000 in"3 Weight = 19.611 plf S yy = 13.600 in"3 R yy = 3.180 in Ycg = 4.000 in 33 sRYNTESEN. TROPICAL CHEVROLET ` ADDITION FOR SERVICE WRITE UP s Y Project Title: Engineer: Project ID: Protect Descr. Printed: 23 AUG 2013, 10:09At✓ Description: TOWER BM - TOP OF PARAPET -ZONE 2 PRESSURE-67.8PSF CODEWERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2006 .. W(0.271) Span= 17.0 ft HSS6x6x3/16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.2710 k/ft, Tributary Width =1:0 It DESIGN SUMMARY � • Maximum Bending Stress Ratio = 0.530: 1 Maximum Shear Stress Ratio = 0.073 : 1 Section used for this span HSS6x6x3/16 Section used for this span HSS6x6x3/16 Ma: Applied 9.790 k -ft Va : Applied 2.304 k Mn / Omega: Allowable 18.486 k -ft Vn/Omega : Allowable 31.506 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 8.500ft Location of maximum on span 17.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.794 in Ratio= 257 Max Upward Total Deflection 0.000 in Ratio= 0 <180 , Maximum Forces & Stresses for Load Combinations ___.. .._.. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+L+H Dsgn. L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+Lr+H Dsgn. L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+S+H Dsgn. L = 17.00 It 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+0.750Lr+0.750L+H Dsgn. L = 17.00 it 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+0.750L+0.750S+H Dsgn. L = 17.00 It 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+W+H Dsgn. L = 17.00 it 1 0.530 0.073 9.79 9.79 30.87 18.49 1.14 1.00 2.30 52.62 31.51 +D+0.70E+H Dsgn. L = 17.00 it 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D'+0.750Lr+0.750L-4750W+H Dsgn. L = 17.00 ft 1 0.397 0.055 7.34 7.34 30.87 18.49 1.14 1.00 1.73 52.62 31.51 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +D+0.750L+0.750S+0.750W+H Dsgn. L = 17.00 it 1 0.397 0.055 7.34 7.34 30.87 18.49 1.14 1.00 1.73 502„ 31.51 +D+0.750L+0.750S+0.5250E+H 34} Dsgn.L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 +0.60D+W+H . „ sRYNTESEN TROPICAL CHEVROLET Project Title: ADDITION FOR SERVICE WRITE UP Engineer. Project ID: I.T010 Protect Descr. &"387 Printed: 23 AUG 2013, IMAM Description : TOWER BM - TOP OF PARAPET -ZONE 2 PRESSURE -67.8PSF Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 17.00 ft 1 0.530 0.073 9.79 9.79 30.87 18.49 1.14 1.00 2.30 52.62 31.51 +0.60D+0.70E+H Dsgn. L = 17.00 ft 1 0.000 30.87 18.49 1.00 1.00 -0.00 52.62 31.51 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Dell Location in Span W Only 1 0.7938 8.585 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span W Only 1 0.7938 8.585 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.304 2.304 Vit Only 2.304 2.304 Steel Section Properties : HSS6x6x31 l6 Depth = 6.000 in Ixx = 22.30 in"4 J = 35.000 in "4 S xx 7.42 in"3 Width = 6.000 in R xx = 2.370 in Wall Thick = 0.174 in ZX = 8.630 in"3 Area = 3.980 in"2 1 y = 22.300 in"4 C = 0.000 in"3 Weight = 14.507 plf S yy = 7.420 in^3 R yy = 2.370 in Ycg = 3.000 in 35 BRYNTES04 TROPICAL CHEVROLET Project Title: ` ADDITION FOR SERVICE WRITE UP Engineer: Project ID: G Protect Descr. F� Printed: 23 AUG 2013. 10:09AM Description : TOWER COL -OUTSIDE COL -SHARE PARAPET LOAD BETW 2 COLS CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination iBC 2006 4) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W = 0.1050 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: W = 0.170 klft, Tributary Width =1.0 ft Point Load: W =1.40 k @ 8.0 ft DESIGN SUMMARY ® • Maximum Bending Stress Ratio = 0.428: 1 Maximum Shear Stress Ratio = 0.049: 1 Section used for this span HSS8x6xl/4 Section used for this span HSS8x6x1/4 Ma: Applied 16.640 k -ft Va : Applied 2.760 k Mn / Omega: Allowable 38.792 k -ft Vn/Omega : Allowable 56.229 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 20.000ft Location of maximum on span 20.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.981 in Ratio = 196 Max Upward Total Deflection -0.234 in Ratio = 1025 Maximum forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 ft 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +D+L+H Dsgn. L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 It 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +D+Lr+H Dsgn.L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 it 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +D+S+H Dsgn. L = 20.00 it 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 ft 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +D+0.750Lr+0.750L+H Dsgn. L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 It 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +D+0.750L+0.750S+H Dsgn.L = 20.00 It 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 it 2 0.000 64.78 38.79 1.00 1.00 -0.00 9= 56.23 +D+W+H Dsgn. L = 20.00 It 1 0.429 0.049 0.23 -16.64 16.64 64.78 38.79 2.59 1.00 2.76 93.90 56.23 Dsgn. L = 8.00 ft 2 0.429 0.049 -16.64 16.64 64.78 38.79 1.00 1.00 2.76 93.90 56.23 . �. BRYNTESEN TROPICAL CHEVROLET Project Title` �s ADDITION FOR SERVICE WRITE UP Engineer: Project ID: Project Descr. �e Panted: 23 AUG 2013, 10:09AM @@t BeamFHe=Z:ACADDOR-110-AROJ-I\NUDELL^7\TROPIC-1tCALCUL-11Enercalcyuke.ec6+ C�ICD!\hl /` lal(` 14'1 �f1A } O..:WC 1'tC �n \f...•C A �[ Description: TOWER COL -OUTSIDE COL -SHARE PARAPET LOAD BETW 2 GOLS Load Combination Span Max Stress Ratios Span Max. Upward Defl Location in Span W Only Summary of Moment Values 0.9808 Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.70E+H 0.218 4.642 W Only 0.218 4.642 Steel Section Properties : HSS8x6x1/4 Dsgn.L = 20.00 It 1 8.000 in 0.000 '= 56.60 in^4 J = 70.300 in^4 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 It 2 0.000 0.233 in Zx = 16.900 in"3 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 +1)+0.750Lr+0.750L40.750W+H 22.389 pif S yy = 12.100 in^3 R yy = 2.430 in Zy Dsgn. L = 20.00 it 1 0.322 0.037 0.17 -12.48 12.48 64.78 38.79 2.59 1.00 2.07 93.90 56.23 Dsgn. L = 8:00 ft 2 0.322 0.037 -12.48 12.48 64.78. 38.79 1.00 1.00 2.07 93.90 56.23 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 ft 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.9.3 56.23 +D+0.750L+0.750S+0.150W+H Dsgn. L = 20.00 ft 1 0.322 0.037 0.17 -12.48 12.48 64.78 38.79 2.59 1.00 2.07 93.90 56.23 Dsgn. L = 8.00 It 2 0.322 0.037 -12.48 12.48 64.78 38.79 1.00 1.00 2.07 93.90 56.23 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.00 It 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 It 2 0.000 64.78 38.79 1.00 1.00 0.00 93.90 56.23 +0.60D+W+H Dsgn. L = 20.00 ft 1 0.429 0.049 0.23 16.64 16.64 64.78 38.79 2.59 1.00 2.76 93.90 56.23 Dsgn. L = 8.00 It 2 0.429 0.049 -16.64 16.64 64.78 38.79 1.00 1.00 2.76 93.90 56.23 +0.60D+0.70E+H Dsgn. L = 20.00 ft 1 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Dsgn. L = 8.00 ft 2 0.000 64.78 38.79 1.00 1.00 -0.00 93.90 56.23 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. --" Dan Location in Span Load Combination Max. "+" Def Location in Span 1 0.0000 0.000 W Only -0.2342 13.077 W Only 2 0.9808 8.000 0.0000 13.077 Maximum Deflections for Load Combinations - UnfactoredLoads Load Combination Span Max. Downward Deo Location in Span Span Max. Upward Defl Location in Span W Only 2 0.9808 8.000 1 -0.2342 13.077 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.218 4.642 W Only 0.218 4.642 Steel Section Properties : HSS8x6x1/4 Depth = 8.000 in I xx '= 56.60 in^4 J = 70.300 in^4 S xx 14.20 in13 Cw = 20.80 in16 Width = 6.000 in R xx = 3.030 in Wall Thick = 0.233 in Zx = 16.900 in"3 Area = 6.170 in^2 I yy = 36.400 in14 C - 0.000 in"3 Weight = 22.389 pif S yy = 12.100 in^3 R yy = 2.430 in Zy = 13.900 in"3 Yog = 4.000 in 37 >� BRYNTESEN TROPICAL CHEVROLET ADDITION FOR SERVICE WRITE UP 010 33� J 4%8938 l Description: TOWER COL -SHARE PARAPET LOAD BETVY 2 COLS Project Title: Engineer: Project ID: Project Descr. Printed: 23 AUG 2013, 10:09AM CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2006 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis Major Axis Bending Load Combination iBC 2006 1 Span = 20.0 ft HSS8x6x3/8 = 8.0 ft ,YRYRlR 85} Applied Loads 55.32 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 1 0.000 Dsgn. L = 8.00 it Uniform Load: W = 0.1050 loft, Tributary Width =1.0 ft +D+L+H 133:95 Load for Span Number 2 Dsgn. L = 20.00 It 1 0.000 Uniform Load : W = 0.170 klft, Tributary Width = 1.0 ft 0.000 +D+Lr+H Point Load: W =1.850 k @ 8.0 ft 1.00 1.00 Dsgn. L = 20.00 ft 1 DESIGN SUMMARY Dsgn. L = 8.00 ft 2 • Maximum Bending Stress Ratio = 0.366: 1 Maximum Shea11 r Stress Ratio = 0.040: 1 Section used for this span HSS8x6x3f8 Section used for this span HSS8x6x3/8 Ma: Applied 20.240 k -ft Va : Applied 3.210 k Mn / Omega: Allowable 55.319 k -ft Vn/Omega : Allowable 80.208 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 20.000ft Location of maximum on span 20.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection +D+W+H 55.32 1.00 1.00 Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Dsgn. L = 8.00 It Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 133.95 Max Downward Total Deflection 0.904 in Ratio = 212 1.00 1.00 Max Upward Total Deflection -0.237 in Ratio = 1015 0.01 -20.24 20.24 92.38 Maximum Forces .& Stresses for Load Combinations' 2.36 1.00 3.21 Load Combination Max Stress Ratios 80.21 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vnx VnxtOmega D Only 55.32 1.00 1.00 Dsgn. L = 20.00 ft 1 0.000 Dsgn. L = 8.00 it 2 0.000 +D+L+H 133:95 80.21 Dsgn. L = 20.00 It 1 0.000 Dsgn. L = 8.00 it 2 0.000 +D+Lr+H 55.32 1.00 1.00 Dsgn. L = 20.00 ft 1 0.000 Dsgn. L = 8.00 ft 2 0.000 +D+S+H 133.95 80.21 Dsgn. L = 20.00 ft 1 0.000 Dsgn. L = 8.00 ft 2 0.000 +D+0.750Lr+0.750L+H 55.32 1.00 1.00 Dsgn. L = 20.00 it 1 0.000 Dsgn. L = 8.00 It 2 0.000 +D+0.750L+0.750S+H 133.95 80.21 Dsgn. L = 20.00 ft 1 0.000 Dsgn. L = 8.00 ft 2 0.000 +D+W+H 55.32 1.00 1.00 Dsgn. L = 20.00 It 1 0.366 0.040 Dsgn. L = 8.00 It 2 0.366 0.040 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133:95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 92.38 55.32 1.00 1.00 -0.00 13" 80.21 0.01 -20.24 20.24 92.38 55.32 2.36 1.00 3.21 133.95 80.21 -20.24 20.24 92.38 55.32 1.00 1.00 3.21 133.95 80.21 ,,\Opt , BRVNTESEN TROPICAL CHEVROLET " fo ADDITION FOR SERVICE WRITE UP Description : TOWER COL -SHARE PARAPET LOAD BETW 2 COLS Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer: Project Descr: Summary of Moment Values M V Mmax + Mmax - Ma - Max Mnx MnxtOmega Cb Rm Project ID: 23 AUG 2013, 10.4%AM Summary of Shear Values Va Max Vnx Vnx/Omega +U+u. f ur+rt Dsgn. L = 20.00 ft 1 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 Dsgn. L = 8.00 ft 2 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 20.00 ft 1 0.274 0.030 0.01 -15.18 15.18 92.38 55.32 2.36 1.00 2.41 133.95 80.21 Dsgn. L = 8.00 ft 2 0.274 0.030 -15.18 15.18 92.38 55.32 1.00 1.00 2.41 133.95 80.21 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 20.00 ft 1 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 Dsgn. L = 8.00 ft 2 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 +D+0.750L+0.750S+0.750W+H Dsgn. L = 20.00 ft 1 0.274 0.030 0.01 -15.18 15.18 92.38 55.32 2.36 1.00 2.41 133.95 80.21 Dsgn. L = 8.00 ft 2 0.274 0.030 -15.18 15.18 92.38 55.32 1.00 1.00 2.41 133.95 80.21 +D+0.750L+0.7505+0.5250E+H Dsgn. L = 20.00 ft 1 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 Dsgn. L = 8.00 It 2 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 +0.601)+W+H Dsgn.L = 20.00 ft 1 0.366 0.040 0.01 -20.24 2014 92.38 55.32 2.36 1.00 3.21 133.45 80.21 Dsgn. L = 8.00 ft 2 0.366 0.040 -20.24 20.24 92.38 55.32 1.00 1.00 3.21 133.95 80.21 +0.60D+0.70E+H Dsgn. L = 20.00 ft 1 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 Dsgn. L = 8.00 ft 2 0.000 92.38 55.32 1.00 1.00 -0.00 133.95 80.21 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 W Only -0.2365 12.769 W Only 2 0.9039 8.000 0.0000 12.769 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Deft Location in Span W Only 2 0.9039 8.000 1 -0.2365 12.769 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.038 5.272 W Only 0.038 5.272 Steel Section Properties : HSS8x608 Depth = 8.000 in I xx = 79.10 in"4 J = 100.000 in"4 S xx 19.80 in"3 Cw = 30.00 in"6 Width = 6.000 in R xx = 2.970 in Wall Thick = 0.349 in Zx = 24.100 in"3 Area = 8.970 in"2 I yy = 50.600 in"4 C - 0.000 in"3 Weight = 32.510 plf S yy = 16.900 in"3 R yy = 2.380 in Zy = 19.800 in"3 Ycg = 4.000 in W