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Home My WebLink AboutSTRUCTURAL CALCULATIONSZeyn B. Liman, PE, SE, PEng JOB TITLE 11882 US Route 1 305 Charelston Greene Malvern, PA JOB No. FL-0781 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY _ DATE___ CS12 Ver 2013.07.01 www.stuware.com RECEII,'ED MAY 1122156 SCANNED BY St. Lucie County STRUCTURAL CALCULATIONS rd.P: 11882 US Route 1 Port St. Lucie, Florida +b3ii {1i13fyjx ® 0 �1j4?iiA Iv ��iiv�,•' 1 """ Seal Exp. APR 0 7 2016 FEB 2 8 2017 THESE PLAiIS .01) ALL FROPOSUD VIOW ARE SU0JEGT TO AINY CO1'1REC'11O1`3 REQUIRED BY FIELD INSPECTORS THAT MAY BE NECES60Y 114 04qDM TO C01+r'LYWITHA APPLI;ALI ECODES. PROJECT DETAILS: GC: A. THOMAS CONSTRUCTION END USER: US ROUTE 1 LOCATION: PORT ST LUCIE, FLA PRODUCT: (13) 5' x 12' TRANSIT STYLE SHELTERS & (1) Tx 14' TRANSIT STYLE SHELTER JOB#: 118B2 (18111-24) DESIGN LOADS: SNOW LOAD: 0 PSF WIND LOAD: 150 MPH SEISMIC DESIGN CATEGORY: A CODE: 2014 FBC U.N.O. SCOPE OF WORK: INSTALLATION: BY OTHERS CONCRETE PAD: BY OTHERS, SEE NOTES STRUCTURE: DGI GLAZING: DGI NOTES: APPROVAUREVIEW NOTES: 1. LEAD TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS. 2. THE DRAWINGS CONTAINED IN THIS SUBMITTAL PACKAGE ARE PROPRIETARY AND FOR THE SOLE USE OF OUR CUSTOMER AND MAY NOT BE COPIED OR REPRODUCED WITHOUT PRIOR WRITTEN CONSENT FROM DUO-GARD INDUSTRIES, INC. 3. PLEASE REVIEW THESE DRAWINGS CAREFULLY. 4. THESE DRAWINGS REPRESENT THE BEST INTERPRETATION OF THE INTENT OF THE CONTRACT DOCUMENTS. DUO-GARD WILL ASSUME NO RESPONSIBILITY FOR ACCURACY OF THE CONTRACT DOCUMENTS. 5. UNLESS IT IS NOTED TO THE CONTRARY ON THESE DRAWINGS WHEN RETURNED FROM APPROVAL, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN HEREIN HAS THE AFFIRMATION OF THE APPROVAL AUTHORITY. S. FABRICATION OF MATERIALS SHOWN ON THESE DRAWINGS WILL NOT PROCEED UNTIL ALL °VERIFIES" ARE ADDRESSED AND ALL "SUPPLY" INFORMATION IS GIVEN. FAILURE OF THE APPROVAL AUTHORITY TO PROVIDE REQUESTED INFORMATION WILL RESULT IN DELAY OF FABRICATION AND DELIVERY OF MATERIALS SHOWN ON THESE DRAWINGS. 7. SUBSEQUENT CHANGES TO INFORMATION ON THESE DRAWINGS AFTER APPROVAL WILL BE CONSIDERED AS CONTRACT CHANGES. 8. DGI CONCRETE PAD RECOMMENDATIONS AREAS FOLLOWS: 6" MIN PAD MATERIALS: U.N.O. THICKNESS, PAD LENGTH AND WIDTH MIN 6' LARGER THAN SHELTER FRAME ON ROOF GLAZING TYPE/COLOR: METAL STANDING SEAM, ALL SIDES. NOTE: CONCRETE PAD RECOMMENDATIONS ARE MANUFACTURER COLOR: STONE WHITE RECOMMENDATION ONLY, ALL APPLICABLE STATE AND LOCAL CODES GOVERN. WALL GLAZING TYPEICOLOR: Ye" PERFORATED ALUMINUM, COLOR: CLEAR ANODIZED GENERAL NOTES: ALUMINUM FRAME COLOR: CLEAR ANODIZED 1. DUO-GARD ASSUMES THAT ALL SITE CONDITIONS ARE PER ARCHITECTURAL AND STRUCTURAL DRAWINGS UNLESS NOTED OTHERWISE. DUO-GARD'S ABBREVIATION KEY: DRAWINGS ARE NOT TO BE SCALED. FOLLOW WRITTEN DIMENSIONS OVER , B.O. = BY OTHERS SCALED DIMENSIONS. C.L. = CENTERLINE 2. FIELD MEASUREMENTS, IF REQUIRED, WILL BE TAKEN BY OTHERS AND O.C. = ON CENTER SUPPLIED TO DUO-GARD. (PRIOR TO FABRICATION). PCSS = POLYCARSONATE STRUCTURED SHEET 3. ADDITIONAL STRUCTURE MAY BE REQUIRED FOR ADDITIONAL LOADING DUE T.B.D. = TO BE DETERMINED TO SITE CONDITIONS, TYP. = TYPICAL U.N.O. = UNLESS NOTED OTHERWISE JOB SPECIFIC NOTES: D.O. = DAYLIGHT OPENING DGI = DUO-GARD INDUSTRIES DUO•GARD FORGE AHEAD. DUOGard IMUSUIM IRC. Tel V341207.9700 Fax (734) 207-71 THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR [1882, "CUSTOMERAND MAY NOT BE COPIED ORREPRDDUCEDWITHOUTPRIOR WRITTEN CONSENT FROM DUO-GARD INDUSTRIES, INC.LEAD TIME BEGINS UPON RECEIPTOFSIGNED SHDPDRAWINGSMMFn APPRMALSIGNATURE DATE x I 7 SHEET CONTENTS: ' 1. TITLE SHEET 2. 5' x 1Z SHELTER PLAN & ELEVATIONS 3.7' x 14' SHELTER PLAN & ELEVATIONS- 4. ANCHORING DETAILS 5. FRAME CONNECTION DETAILS 6. ROOF DETAILS A.THOMAS CONSTRUCTION - US ROUTE 1 MGR 8/1 P.E. STAMP 12" FRONT ELEVATION 27" MAP/SCHEDULE HOLDER DUGGARD FORGE AHEAD: Duo-Gwd Indus9les, Inc Tel (734)201.9700 Fm (734) 207-7995 1662" [13'-102"] ROOF —1422" [11'-102"] — 3 SEAT FLOOR MOUNTED PERFORATED ALUM BENCH WITH BACK AND ARM RESTS TYP PLAN VIEW CUSTOMERAND MAY NOT BE COPIED ORREPRODUCEDWITHOUT PRIOR WRITTEN CONSENT FROM DUO.GARD INDUSTRIES, INC. LEAD TIME BEOWS UPON RECEIPT OF SIGNED SHOP DRAWINGS APPROVAL WGINATURE DATE R208" 33" [2'-91 6°-1 112" [9'-41 iii�:�i:i:ii:::ii •:i..;:; 84" [71 `:i iii i! i3;iii: iRiiii•'.:i CLEAR :: '•i gse ;:v.: OPENING SIDE ELEVATION 1 8 z„ 15' 2"] 722, [5,-Oi2l ROOF -ALUMINUM FINISH TO BE CLEAR ANODIZED -ROOF TO BE METAL STANDING SEAM PANS, COLOR: STONE WHITE -WALL GLAZING Ye" THICK PERFORATED ALUMINUM WITH WO HOLES ON %" STAGGERED CENTERS, COLOR: CLEAR ANODIZED -UPPER ENCLOSURE PANELS (4 SIDES) TO BE Ye" CLEAR ACRYLIC -ALSO INCLUDED: (13) SENTRY BIKE RACKS (NOT SHOWN) 882 (18111-24) A.THOMAS CONSTRUCTION - US ROUTE 1 5' X 12' TRANSIT STYLE SHELTERS - PLAN & ELEVATIONS 12" FRONT ELEVATION 1892" [15'-921 ROOF 1652"[13- 27- 384" [324"] D.O. I YP 3 SEAT FLOOR MOUNTED PERFORATED ALUM BENCH WITH BACK AND ARM RESTS MAP/SCHEDULE HOLDER PLAN VIEW DUO-GARD FORGE AHEAD. 6E-I 84" [T] CLEAR OPENING 84" [71 SIDE ELEVATION 96" [61 ROOF -ALUMINUM FINISH.TO BE CLEAR ANODIZED -ROOF TO BE METAL STANDING SEAM PANS, COLOR: STONE WHITE -WALL GLAZING Ye" THICK PERFORATED ALUMINUM WITH X"O HOLES ON %" STAGGERED CENTERS, COLOR: CLEAR ANODIZED -UPPER ENCLOSURE PANELS (4 SIDES) TO BE Ya" CLEAR ACRYLIC -ALSO INCLUDED: (1) SENTRY BIKE RACK (NOT SHOWN) :USTOMERAND MAY NOT BE COPIED OR REPRODUCEOWRROUT 118B2 18111-24 A.THOMAS CONSTRUCTION - US ROUTE PRIOR WRNTEN CONSENT FROM DUOGARD INDUSTRIES, INC. ) LEAD TIMESEGINS UPON RECEIPTOF SIGNED SHOPDRAWINGS DESCRo w APPROMSHR WI DAM 0) 7' X 14' TRANSIT STYLE SHELTER - PLAN & ELEVATIONS 207-7995 s 1 TYP 6 6'TYP _ 6' X ' 1----- ----- j O i �. _________ _______ i B' Q _______ ____________ ______ K. SHOE:3.600MAE OD Op WEDTE i WELOEOTO 6lfIWEIIATE w!NrWEL <'OEO I �„� 6�-• YILNGS', FINISH TZ i 16 10 MATCH TyP� � '+ ANCHOR SHOE LAYOUT TE f'BSTAII� ��; i• 3ELTHROUGH 000H EOLT,2 PE SO iit CROSSED � i O 6• II o I � II o •• •I:'.•. •:l �,5'•. �•'... N X9 IWEMSEDWMGEANCHOR BOLT: (I)ONMICOLE SHOES, SHIM AS RE00 (2)ON CORNERS ANCHORING DETAILS THIS DRAWING IS PROPRIETARYAND FOR THE SOLE USEOFOUR CUSTOMER AND MAY NOTBE COPIED OR REPRODUCED WITHOUT DUO•GARD PRIOR WRITTEN CONSENT FROM OUOGARDINDUSTRIES, INC. 11882 (18111-24) A.THOMAS CONSTRUCTION - US ROUTE 1 LEAD TIME BEGINS UPON RECIEPT OF SIGNED SHOP DRAWINGS oFSUIPDON FORGE AHEAD. MPPROVALSIGNATURE DATE HIGH WIND ANCHORING DETAILS Dl GeRI ISdGSSI33, Ina PWMG PRJTNGR D�DATE REV REV2 6GlF PAGE OF DMNGC Tel (T34)NB-9700 FaT(73Q 2W-7S96 x I I KK JW 10/20/07BDI 3/26116KK NTS 4 8 wm9700 F d.wm ]nr•NumxuNomrelviPNPo PNEEIPArGC,Rl6ramlwiGl r/PnmtmlL!q w1W1 HMMs¢.rmiwIX xuoPRePwullvP) W TNIX PIf FRIVi. V CI W 061 PPA4IECLP 2 O O 1 M EORBlTMVC RNUR ORSYki PNO COnx4PNEY ]1?P]I?e W11EIX4ER11U1PoH! V„OPM PNGTIrvPI aPEACOMNECIIpI vu'69 �E. W'PPeLnui.PlATe GaxwAwExIttPG ]PFAC(NMEC1�1 6]Ld�r/f4i� vr.]trrarmrxAx BcuuIEPoSRrPI mlotrANRVWmWE4L•,abSLLT rt/l,]Wa WmWIHmIL•1Pmlldl I, �,�y SECTION THROUGH S10E SECTION THROUGH END GLAZING SASH DETAIL SECTION THROUGH CORNER POST MULLION INTERNAL FRAME CLIP DETAIL THIS DRAINING IS PROPRIETARY AND FOR THE SOLE USE OF OUR CUSTOMER AND MAY NOT BE COPIED OR REPRODUCED WITHOUTPRIOR 11882 (18111-24) A.THOMAS CONSTRUCTION - US ROUTE 1 oE6ORIPnON � DUO GARD EADTIM BEGNSUNSENFFROMOFSIGNEPHOPRAS,WC. LEAD TIME BEGINS UPON RECIEPTOF SIGNED SHOP DRAWINGS MPRGVAL SIGNATIRE are FORGE AHEAD. FRAME CONNECTION DETAILS Duo -Gard Industries, Im PMENG PMMOR ORYM GATE REV REV2 Sr•e,c PAGE OF GRYMG0 Far QSQ xaT•Tsss Tel (734)2F x / i KK JW 10/20/07BDI3/26/16KK NTS 5 8 xm970D aN) .du: 24 GA. GALVALUME STANDING SEAM METAL ROOF PANS INTERNAL GALVANIZED CLIP AT EACH PURLIN/BEAM CROSSING TYP. #12 S/S SCREWS TYP. �EQ' R208° i q• /IEQ. END CAP 6° B FRAME SECTION A -A DETAIL B PAN ATTACHMENT NOTE: ROOF SIZE VARIES PER SHELTER, SEE PLAN/ELEVATION DRAWINGS I 2i TYP S^ THIS DRAWING IS PROPRIETARY AND FOR THE SOLE USE OF OUR CUSTOMER AND MAY NOT BE COPIED OR REPRODUCED WITHOUT -A.THOMAS CONSTRUCTION - US ROUTE 1 PRIORWRITTEN CONSENT FROM DU04M INDUSTRIES, INC. 118821811124 � % LEAD TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS DESCRIPPON DUO•GARD FORGE AHEAD: APPRovu.slDNATORE ogre STANDING SEAM REVERSE BARREL ROOF DETAILS DGPGeId IRde69Iee, In, PRJT ENO PRJTMGR ORWOGATE REV RE_ SCALE PAGE OF DRV G# Tel (734)207-9700 Fa(734)YW-7995 X 7 I KK JW 11/1/12SR 3/26/16KK NTS 6 8 wm.axmd.wm Um NOTE: MAP HOLDER FRAME SHOWN MOUNTED BEHIND DUO -CARD "E-9" WINDOW SASH. YOUR PARTICULAR MODULAR BUILDING MAY HAVE ANOTHER STYLE OF SASH. PLEASE SEE GLAZING SASH DETAIL TEK SCREW, FIELD INSTALLED, 8.12" O.C. TYP SHELTER HORIZONTAL °DAYUTE OPENING' DUO•GARD FORGE AHEAD. DmGard IndusVles, Ina Tel(734) 207-97CO Fm(734)207-TI w .duo-card.mm ANDOW GLAZING SASH SHELTER EXTERIOR GLAZING MATERIAL 3/18° CLEAR GLAZING MATERIAL 1 GRAY P.V.C. GASKET DISPLAY CASE DOOR 114.20 SIB TAMPERPROOF CSPANNER') PAN HEAD MACHINE SCREW LOCKING SYSTEM, AT OUATER POINTS, MAX 24" o.c. CONTINUOUS ALUMINUM PIANO HINGE SECTION THRU HORIZONTAL ALUMINUM RIVET -NUT (TYP) DISPLAY CASE FRAME O ALUM. RIVETS TYP. 118" THICK ALUM. CORNER KEYS, MIN. 2, MAX.4 PER FRAME A)OOR ASSEMBLY CORNER KEY DETAIL DISPLAY CASE FRAME DISPLAY CASE DOOR VARIES DISPLAYCASE FOAM TAPE (OPTIONAL) TO PREVENT UNAUTHORIZED INSERTION OF MEDIA SHELTER EXTERIOR GLAZING MATERIAL CUSTOMERAND MAYNOT BE COPIED OR REPRODUCED WITHOUT 11882 18111-24 A.THOMAS CONSTRUCTION -US ROUTEI PRIOR WRITTEN CONSENT FROM DUO-GARD INDUSTRIES, INC. LEAD TIME BEGINS UPON RECIEPT OF SIGNEOSHOP DRAWINGS OESCRNTIGN MPRWALSIGNATIRE RM MAP FRAME / SCHEDULE HOLDER DETAILS X I I SECTION THRU VERTICAL 6" = V-0" 1 7 1 8 1 BSDT-7 SINGLE -SEAT BENCH PLAN VIEW SINGLE -SEAT INTERIOR BENCH TWO -SEAT INTERIOR BENCH FRONT ELEVATION rA..R..,..A..E S DRAWING IS PROPRIETARY AND FORTHE SOLE USEOFOUR PROJECT NAME TOMER AND MAY NOT BE COPIED OR REPRODUCED WITHOUT 11882 18111-24 1 I IOR WRITTEN CONSENT FROM DUOGARO INDUSTRIES, INC, �' 0•GAR® D TIME BEGINS UPON RECEIPT OF SIGNED SHOP DRAWINGS DESCRIPTION FORGE AHEAD. DATE BENCH DETAILS 314V SCHEDDIE 40 PIPE ARMREST/ A VAGRANTBAR SECTION THROUGH BENCH IWITH BACKI A.THOMAS CONSTRUCTION - US ROUTE 1 BOLT, am x Zeyn B. Uzman, PE, SE, PEng jog T 11882 Us Route 1 305 Charelston Greene Malvern, PA JOB No. FL-0781 sHEErNo. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code, Florida Building Cade 2010 Occupancy, UE COPY Occupancy Group = U Utility & Miscellaneous Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor= 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor= 0.0hr Building Geometry: Roof angle (8) 0.00112 0.0 deg Building length (L) 14.0 ft Least width (B) 7.0 it Mean Roof Ht (h) 7.0 it Parapet ht above grd 0.0 it Minimum parapet ht 0.0 It Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor. Typical Floor Partitions N/A I Zeyn B. Uzman, PE, SE, PEng JOBTITLE 11882 US Route 1 305 Charelston Greene Malvem, PA JOB No. FL-0781 SHEET NO. (217) 652-0737 CALCULATED BY DATE CHECKED BY DATE Wind Loads: ASGE 7 - 10 Ultimate Wind Speed 165 mph Nominal Wind Speed 127.8 mph Risk Category 11 Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.78 Directionality (Kd) 0.85 _ Kh case 1 0.849 Kh case 2 0.849 Type of roof Hip Code doesn't provide data for hip roofs with angles <=7 deg or>27 deg. Gable values will be shown. Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.09 K3 = 1.000 At Mean Roof Ht Kzt = (1+KIK2K3)42 = 1.00 Gust Effect Factor h= 7.0ft a= 7.0ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 t = 50011 zmtn = 15 ft c = 0.20 9o. 9v = 3.4 k = 427.1 ft Q = 0.97 1: = 0.23 G= 0.91 use G=0.85 � 1 1 1 " r U06mly 21) RIDGE or3D AXISYMMETRICAL HILL Repble structure if natural frequency < 1 Hz (T> 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 1.00 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (r)r) = 0.0 Hz Damping ratio (S) = 0 /b = 0.65 /a = 0.15 Vz = 139.3 N, = 0.00 Kn = 0.000 Rh = 28.282 Re = 28.282 RL = 28.2a2 9R = 0.000 R = 0.000 G = 0.000 rl= 0.000 h= 70ft v = 0.000 rl = 0.000 Zeyn S. Uzman, PE, SE, PEng JOB TITLE 11882 US Routs 1 305 Charelston Greene Malvern, PA (217) 652-6737 aoa No. FL 0781 SHEET No. CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building- A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao is 0.8Ag Test for Partially Enclosed Building: In ut Test Ao Ag 0.0 O.Osf sf Ao t 1.1A0i Ao>4'or0.01Ag YES NO Aoi Agi 0.0 OA sf sf Aoi / Agi s 020 NO Buildng is NOT Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao a 1.1Aoi Ao> smaller of4'or0.01Ag Aoi / Agi 5 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. All = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for la a volume artiall enclosed bulldin s RI If the partially enclosed building contains a single room that is unpartitioned , the internal Pressure coefficient may be multiplied by the reduction factor RI. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (V) : 0 cf Ri= 1.00 FILE COP61 Altitude adjustment to constant 0 00266 'caution see code) Altitude = 0 feet Average Air Density 0.0765 Ibm1 Constant= 10.00256 d= ft3 Zeyn 13. Llzman, PE, SE, PEng 305 Charelston Greene ,roe TITLE11882 US Route 1 Malvern. PA (217) 652-6737 JOB NO. FL-U781 SHEETNO. CALCULATED BT DATE CHECKED er DATE Wind Loads - MWFRS all h fEnclosed/partialfy enclosed only) Kh (case 2) = 0.85 h = Base pressure (qj = 50.3 7.0 ft GCpi psf ridge Roof Angle (6) = 0.0 deg ht = L = 7.0 ft 14.0 ft G = 0.85 Roof tributary area - (h2)'L: 49 sf B ql - qh (h/2)'B: 25 sf 7-0 ft Surface CP Windward Wall (W W) 0.80 Leeward Wall (LW) -0.50 Side Wall (SW) -0.70 Leeward Roof(LR) Windward Roof: 0 to h/2• -1.30 > h2- -0.70 Vind Surface Rldge hit = Inn s .Z see table below -21.4 -30.4 -12.3 -29.9 -39.0 -20.9 55.6 -64.8 -46.5 -29.9 -39.0 -20.9 Dist. -0.30 -12.8 -21.9 -3.8 -0.70 -29.9 -39.0 -20.9 Included in windward roof 0 to hm- -0.90 -38.5 -47.5 -29.4 h2 to h• -0.90 -38.6 -47.5 -29A h to 2h' -0.50 -21.4 -30.4 -12.3 is included in Windward roof pressure zones.�� -ttonzord Windward Wall Pressures at'Y' fosfl Combinetl W W + Lw Windward Wall Normal Parallel L = Kzr q,GC. w/+q GCw w/ q�GCp la Rid9 I to R tlga h= 0 to 15 0 R5 nn 11 " " `1 Q V Me L I -jr V Psi NOTE See figure in ASCE7 for the applfmti n of full and partial loading of the above wind pressures. There are 4 different loading cases. Pare et zI Kz I Kt qp (Pst) 0.0 It 0.85 1.00 0.0 Windward parapet 0.0psf (GCpn=+1.5) Leeward parapet 0.0 psf (GCpn = -1.0) ' Windward roof overhangs ( add to windward roof pressure) : 342 psf (upmrd) vmro Damaar. to ��. - - xSsaAr�� Zeyn B. Uzrnan, PE, SE, PEng 305 Charelston Greene Malvem, PA (217) 652-6737 Snow Loads : ASCE 7-10 Roof slope = 0.0 deg Hertz, save to ridge dist (W) = 7.0 it Roof length parallel to ridge (L) = 14.0 It Type of Roof Monoslope Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf = 0.7•Ce'Cri-Pg = 8.4 psf Unobstructed Slippery Surface yes Sloped -roof Factor Cs = 1.00 Balanced Snow Load Ps = 8A psf Rain on Snow Surcharge Angle 0.14 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 5.0 psf Ps plus rain surcharge = 13.4 psf Minimum Snow Load Pm = 10.0 psf Uniform Roof Design Snow Load = 13.4 psf Windward Snow Drifts 1 -Against walls Parapets -etc more than 15' Ion Upwind fetch lu = 220.0 it Projection height In = 5.2 it Snow density g = 15.3 pcf Balanced snow height hb = 0.55 ft hd = 2.99 0 he = 4.65 it hclhb >0.2 = 8.5 Therefore, design for drift Drift height (hd) = 2.99 ft Drift width w = 11.97 it Surcharge load: pd = yhd = 45.8 psfBalanced Eh Snow load: - 8.4 psf 54.2 psf Windward Snow Drifts 2-Against walls parapets etc >15' Upwind fetch lu = 220.0 it Projection height in = 5.2 ft Snow density g = 15.3 pet Balanced snow height hb = 0.55 it hd = 2.99 ft he = 4.65 ft hdhb >0.2 = 8.5 Therefore, design for drift Drift height (hd) = 2.99 it Drift width w= 11.97ft Surcharge load: pd = y hd = 45.8 psf Joe TITLE 11882 US Route 1 JOB No. FL-0781 SHEETNO. CALCULATED BY DATE CHECKED BY DATE Nominal Snow Forces NOTE: Altemate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect -see code. Zeyn B. Uzman, PE, SE,.PEng 305 Charelstoo Greene Mah,em, PA (217)652-6737 Design Loads: Dead Lead= 5 psf Snow Load = 13 psf Roof Live Load = 12 psf Wind Load (Roof) _ -59 psf Wind Load (Wal)= -59 psf Load Combinations: D-L 17 psf D*S 184 psf D-W -54 psf D,75Lrr.75W -31 psf D+35S+.75W -29 psf 0.6D-W -56 psf Rafter Design: Span= 7.0 ft Load Width= 3.0 it UnifLoad = 551b/ft M = 1,352 Ib-ft fb= 12,295 psi OK Roof Beam Design: Span= 13.7 It Load Width = 35 ft UnifLoad = 641bift M= 1,504 Ib-ft fb = 13,669 psi OK Column Design: Height = 7 ft Width = 13.7 ft Depth = 6.0 it Dist between col = 5.0 ft Number of Col = 4 Po = 103 It, Ps = 275 It, Pw _ -493 Ib Pt,= 2461b fa = 595 psi Fa= 2,500 psi OK JOB TITLE JOB NO. CALCULATED BY CHECKED BY. ufe 1 DATE DATE i F,-= 35,000 psi' Fb= 21212 psi F� COPY i Rafter Shape: Tube 5s4x1/8 S= 32 in' Beam Properties: Tube I`75s4:r1 S= 32 in' Beam Properties: Tube 2 5s2.5s1 i A= 14 in° i D.L 349 Ib D+S 3771b , D+W 5951b D+.75Lr+.75W 656 Ib D+.75S+.75W 6781b 0.6D+W -43116 Zeyn B. Uzman, PE,.SE, PEng 305 Charelston Greene Malvern, PA (217) 652-6737 i Base Plate Desism: P = 679 Ih Plate Dia = 6s6 in Bearing Arm = 36.0 in 11,.= 19 psi OK Fb o 1000 psi t = 0.09 in Actual t= 0.625 in OK JOB TRLEj 118 r US Route 1 f JOB NO. ?FL- 781 CALCULATED BY .CHECKED BY DATE DATE rm I � I www.htltLus Profits Anchor 2.5.3 Company. Page: 1 Specifier: Prefect: , i ( 4196 Port St. Lucie Address: Sub -Project os. No.: Phone I Fax: Date: P 6/1812015 E-Mail: 1 Specifiers comments: 1 Input data Anchor type and diameter. Kwik Bolt TZ -SS 316 518 (3118) Effective embedment depth: hn = 3.125 in., h,wm = 3.563 in. j Material: AISI 316 Evaluation Service Report: ESR-1917 j Issued I Valid: 5/1/2013 15/1/2015 ; j Proof; Design method ACI 318 / AC193 Stand-off installation: ee = 0.000 in. (no stand-off); t = 0.625 in. Anchor plate: I, x Ir x t = 8.000 in. x 8.000 in. x 0.625 in.; (Recommended 11,ate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 1.500 in. x 1.500 in. x 6.145 in. Base material: I cracked concrete, 2500, f, = 2500 psi; h = 6.000 in. Reinforcement: tension: condition B. shear. condition B; no supplements[ sp 'ng reinforcement present edge reinforcement: none or c No.4 bar Seismic loads (cat. C, D. E, or F) no i Geometry [in.] & Loading [Ib, in.lb] Z^OPY Fitf w1 i ) 2 75 1 AS o X- .75 � F,,-vas' _ 0:. i1 i►""-. Ir'W date resu!Is=et be tlreCred for agreement with tM adsfig mnddbns andltlauveiliry! PROFIS Anchw (e) 2� 2099 Hgti AG. FL-9494 SC m HiN is a regstered Trademark or Hilo AG• Stllaan { www.hilti.us ( Profis.Anchor 2.6.3 Company: Specifier.Page:{ 2 Project: 4196 Port St Lucie Address: [ Sub -Project 1 Pos. No.: Phone I Fax: E-Mal: 6/18/2015 2 Load case/Resulting anchor forces Load rase: Design loads i� i Anchor reactions jib] \� J' 3 � y Tension force: (+Tension. � 4 -Compression) i Anchor Tension force Shear force Shear force x Shear farce y 1 123 75 75 0 ( y j 2 123 75 75 0 Ifl ll.. � 3 123 75 75 0 [ Tension x 4 123 75 75 p max. concrete compressive strain: _ [mil max. concrete compressive stress: _ Ipsil resulting tension force in (x/y)=(0.000/0.000): 493 Jib] j 1 resulting compression force in (x/y)=(0.000/0.000): 0 [Ibj 3 Tension load Load N. [Ib] Capacity �Na [lb] ! UGlaation N= NuJ4N„ Status Steel Strength' 123 15410 I - 1 OK Pullout Strength* NIA NIA,. { N/A N/A Concrete Breakout Strength" 493 6685 4 8 OK ' anchor having the highest loading "anchor group (anchors in tension) ! 3.1 Steel Strength j N,a =ESR value refer to ICC-ES ESR-1917 N�.d a N. ACI 318-08 Eq. (0-1) i Variables _ 1 Ase.H Cn•21 11 ood __ F 1 0.16 115000 Calculations i N. jib] 17880 Results ' Naa [lb] Ar I N [lb] N [lb] j 17880 0.750 13410 123 Input daha and resuhs must be dierked foragreement wm the ensbng conmbons and for plausibility! PROFISArmor(p)2Oa3.2GO HUb AG,FL-Mg4Schaan Kibisamgistmd Tmdemarkof Hik AG,Shcaan ! 1 Company: Specifier. Address: Phone l Fax: E-Mail: 3.2 Concrete Breakout Strength Nag = (p T%) Wec,N wed,N Vk,N We ,N Nb ACI 318-08 Eq. (D-5) Nag 2 Naa ACI 318-08 Eq. (D-1) Am see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Ar><o = 9 her ACI 318-08 Eq. (D-6) 1 yec,N = (1 +2 eN) s 1.0 ACI 318-08 Eq. (D-9) 3 he Went+ = 0.7 + 0.3 ( 5he 5 1.0 ACI 318-08 Eq. (D-11) WrpN = MAX /c_r„e, 1.5h,1\ 51 .0 \\ 5c 5e / ACI 318-08 Eq. (D-13) Nb = I4 3. he's ACI 318-08 Eq. (D-7) Profis Anchor 2.5.3 Page: 3 Project: 4196 Part St. Lucie Sub -Project I Ios. No.: Date: 6/18/2015 Variables herGn-1 ect,NCn•1 er [in-] aa.mMfn•, WAN 3.125 0.000 0.000 6.O 1.000 ca. [in.] kc ). fb [psi] 7.00 117 1 2500 Calculations Results Pliny IIbI mmnvete A Pliny (tb] N„a [Ib] 10285 0.650 8685 493 Input Eats end remlta must be aee d fbragreament MM the epsting inn iWm and fwplausibyiry! PROFIS Amhar (c) 2a03-2009 FWU AG. FL-N9C Sd a Wld N a r4g ered hademark at Hill AG, Srhaan www.htltl.us j Profis Anchor 2.5.3 Company: Page: 4 Specifier: Project: 4196 Port St. Lucie Address: Sub -Project I os. No.: Phone I Fax: I Date: 6/18/2015 E-Mail: 4 Shear load Load V. jib] CapacitybVa jib] (Utilization Vua/ Vn Status Steel St ingth 75 6417 2 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryoul Strength' 300 14399 3 OK Concrete edge failure in direction x+'• 300 10690 3 OK anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR-1917 b Vs N z V. ACI 318-08 Eq. (D-2) Variables n Aaa.v [in?l 1"a[ps7 1 0.16 115000 FILE COPY Calculations V. Pbl 9872 Results _ V. (Ib] bsteel b V_(Ib] Vaa [Ib) 9872 0.650 6417 75 4.2 Pryout Strength r V. = kw LWetN We4.N Wc.N yfcpN NO] Ott) ACI 318-08 Eq. (D-31) , Vwg t Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANO = 9 trey ACI 318-08 Eq. (D-6) 1 W=N 1 + 2 eN 5 1.0 ACI 318-08 Eq. (0-9) 3 her Wed.N = 0.7 + 0.3 c—a" a 51.0 1.Shar ACI 318-08 Eq. (D-11) 'V" = MM fcbmm 1.5h, 51.0 cac / ACI 318-08 Eq. (D-13) N. =1rc )- %fc t y AC1318-08 Eq. (D-7) Variables �a hay tin.] em.N tin.] e� [in.] ce. [in.] 2 3.125 0.000 0.000 6.000 We Oac [in.] IE ] _ f. [psi] 1.000 7.000 17 1 2500 Calculations Results Vmg ltb] b0.7t b V Pb] V [Ib] 20571 00 14399 300 input Clete end results must be cherA d for agreementvnth the eus6ng mndNons and for plausibility! PRORS Anch"(n) 2003-20D9 Hilb AG. FL-9494 Srhmn HflU is a fegstared Trademark of Hlb AG, Sdh www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure In direction x+ Vm9 = (q m/ Wr v Wadv Wc.v Wh.v Wparaaal,V Vb ACI 318-08 Eq. (D-22) 0 V., a V. ACI 318-08 Eq. (D-2) Avg see ACI 318-08, Pad D.6.2.1, Fig. RD.6.2.1(b) Avm = 4.5 cat ACI 318-08 Eq. (D-23) 1 wmv = �1 + 2e„ 1 5 1.0 ACI 318-08 Eq. (D-26) Scat / grade = 0.7 + 0.3(1 e5 51.0 ACI 318-08 Eq. (D-28) Profis Anchor 2.5.3 Page: 5 Project: 4196 Port St. Lucie Sub -Project I as. No Date: 1 6118/2015 1.5c,t Wn.v = he -- 1.0 ACI 318-08 Eq. (D-29) Vb = (7 (da>02 ACI 318-08 Eq. (D-24) I COPY Variables M� 51 [tn.] 5z [in.] ecy [in.] wcv h, [in.] 18.500 27.750 0.000 1.000 [in.] la [in.] ). d, [in.] fd [psi] -- 3.125 1.000 0.625 2500 Wpa.,nat.v 1.000 Calculations _Av. [in 2] Avao [ice 2] wow wcd.v Wn,v 380.00 1540.13 1.000 1.000 2.151 — Results Vcb) pb] Awnaete A Vmg pb] Vua [lb] 15271 0.700 10690 300 5 Combined tension and shear loads pw = RA + pv'= 1 6 Warnings • Load redistributions on the anchors due to elastic deformations of the anchor plate are not consid; sufficiently stiff, in order not to be deformed when subjected to the loading] Input data and results existing conditions and for plausibility) • Condition A applies when supplementary reinforcement is used. The m factor is increased for non and Pryout strength. Condition B applies when supplementary reinforcement is not used and for P. your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in acbo Fastening meets the design Status The anchor plate is assumed to be t be checked for agreement with the Design Strengths except Pullout Strength Strength and Pryout Strength. Refer to 318 or the relevant standard! Inputdata andresults mustbe Meckedforagreementwith the easting o adman forplausibdRy! PROPIS A or (c) 20Ri-200g KIS AG. FL.9494 SMaan Hila is a regigered TMdemark of Hda AG. Swan www.hild.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project: Sub -Project i Date: 7 Installation data Anchor plate, steel: - Anchor type and d Profile: Square HSS (AISC); 1.500 x 1.500 x 0.125 in. Installation torque: Hole diameter in the fixture: df = 0.688 in. Hole diameter in it Plate thickness (input): 0.625 in. Hole depth in the t Recommended plate thickness: not calculated Minimum thidmes! Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. V. A 4.000 3 1 4.500 Coordinates Anchor in. Anehor x y e., c., c�, c,r 1 -2.250 -2.250 6.000 42.250 27.750 32.250 2 2.250 -2.250 10.500 37.750 27.750 32.250 3 -2.250 2.250 6.000 42.250 32.250 27.750 4 2.250 2.250 10.500 37.750 32.250 27.750 Profis Anchor 2.5.3 ti 4196 Port St. Lucie No.: 6/18/2015 ne 'r. Kwik Bolt lZ - SS 316 5/8 (3 118) 20. Ot in.lb ba a material: 0.625 in. ;a i iaterial: 3.750 in. if it e base material: 5.000 in. L COPY 1.750 0 v input PRO Se and r sotsmugba9 ed GroF4�mentwth me etlsbnq Aons aM for pleuvtriliy! 1 94S4Sehaan Hilbisa stereo Tmdemarkof Hllti AG,Scham ' www.hilu.us Company: Page: Specifier: Project: Address: Phone I Fax: Sub -Project I E-Mail: Date: 8 Remarks; Your Cooperation Duties Any and ail information and data contained in the Software concern solely the use of Kill products security regulations in accordance with Hillfs technical directions and operating, mounting and ass complied with by the user. All figures contained therein are average figures, and therefore use-spe the relevant HIM product. The results of the calculations carried out by means of the Software are Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relf Moreover, you bear sole responsibility for having the results of the calculation checked and clearec compliance with applicable norms and permits, prior to using them for your specific facility. The Sc and permits without any guarantee as to the absence of errors, the correctness and the relevance application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Spftw regular backup of programs and data and, if applicable, carry out the updates of the Software dffer, the AutoUpdate function of the Software, you must ensure that you are using the current and thus i by carrying out manual updates via the Hild Website. Hilti will not be liable for consequences, suet programs, arising from a culpable breach of duty by you. , im Profis Anchor 2.6.3 r 4196 Port St. Lucie 6/18/2015 are based on the principles, formulas and ,ly instructions, etc., that must be strictly tests are to be conducted prior to using :d essentially on the data you put in, ce of the data to be put in by you. an expert, particularly withregardto ire serves only as an aid to interpret norms e results or suitability for a specific t. In particular, you must arrange for the by Kill on a regular basis. If you do not use to -date version of the Software in each case ; the recovery of lost or damaged data or Input Eats aM Mules must be r Mked reregre entw the existing=cttpons ant for itausmakty, PROMS Arxhor (c) 20a3-2009 Hilt AG, FL-9494 Srltaan Hilb is a registered Trademark of HaU AG. Schoen