Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
RC-16-2050 (3)
\\r BUILDING PERMIT APPLI Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ BUILDING ❑ ELECTRIC ❑PLUMBING ❑ MECHANICAL ❑ ROOFING ❑PUBLIC WORKS ❑ REVISION ❑ CHANGE OF CONTRACTOR JOB ADDRESS: 11 b I /J E 101-1 C eev City: Miami Shores County: Miami Dade Folio/Parcel#: Is the Building Historically Designated: Yes Occupancy Type: Load: Construction Type: Flood Zone: BFE: acMEo OCT 1 9 2017 5k FBC 201 k r Permit No. 2_.ev l Z JO b Permit No. )(0- 2bSO ❑ EXTENSION ❑RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS Zip: :3313g NO FFE: OWNER: Name (Fee(FjSimple Titleholder)Ct t, )i'Yl ee� Phone#: Address: Kul &� f! �1Y_e �] City: jt1yyY State: }"'L- Zip: 33133 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: (lere� lCll' 4bC-- S P i e#: (6*ff4&:Yq Address: gl✓t, 40AireW5 Rt *6;0 City: •F50 oV\ State: J !endo— Zip: ,/33 Qualifier Name: (175Ls Phone#: State Certification or Regist tion #: Cr6..oairso Certificate of Competency #: DESIGNER: Architect/Engineer: i ,, •• Ai'' � 1-11(' Phone#: Address: i3(6✓ , CA ( *40,7 City: Mfon'cc State: a- Zip:: ,?5 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addittio,n ❑ Alteration --''AA ❑ New ❑ Repair/Replace Description of Work: itbnOl C 97. 1 but-1-r0n5F - loa6. (B f Slob, ( n- ❑ Demolition Specify color of color thru tile: Submittal Fee $ Scanning Fee $ .2-1 • Cr) Technology Fee $ Structural Reviews $ 120 • 03 (Revised02/24/2014) Permit Fee $ RS CCF $ CO/CC $ Radon Fee $ DBPR $ Notary $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOWDUE$ • a) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State t . + ! ' Zip Application is hereby made to obtain a permit to do the work and installatioris a`s 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature CONTRACTOR The foregoing instrument was acknowledged before me this by 1 (ITC day of a t.T'f3PQ , 20 1'l • , by CoA -l6- ikt Rig .l$ , who is personally kgown to me or who has produced as me or who has produced pi._ I J%t0L).f./z La. as identification and who did take an oath. Signature OWNER or AGENT Theforegoing instrumentwasacknowledged before me this day of e%1 2, `e ✓` , 20 )\ksrYs13/x6e-v) , who s personally known identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ex- 9t�r P DAWN BIGLER MY COMMISSION # GG120977 �Rd EXPIRES: July 04, 2021 APPROVED BY (Revised02/24/2014) NOTARY PUBLIC: Sign: Print: Seal: Plans Examiner Zoning Structural Review Clerk ACommisl'lon# '''m" Notary Public, State of Florida FF 955570 My comm. expires Jan. 28, 2020 Plans Examiner Zoning Structural Review Clerk R -250qjo V—E\l- JAMES BREEN ADDRESS PROJECT No SHEET No—OFARCHITECT.INC Architecture Interiors Planning Construction CALCULATED BY DATE 10-17-17 CHECKED BY DATE - -� — i RESPONSE TO COMMENTS 10-17-17 .1.1 SECOND s: 1 CORRECTED :TO..S�4i 2.-: DETAlt- �W? APPLY ON RlGHT':CONDlTlON""AT'MNDOW':AND' BUCKET PRESENCE GENERATEIT.: ... ....... ................... AP AT ARCHITECT. INC J.C.D. ARCHITECT , Inc. JUAN C. DAVID R. A. AR -00015344 LEER ACCREDITED PROFESSIONAL Design 8, Development Architecture Interiors Planning Construction 1385 Corel Way. Suite 407 o Man, Florida 33145 o Phone: (305) 285-4343 o Far: (305) 285-4330 PROPOSED NEW TERRACE 1481 NE 104th Street Miami Shores, FL 33138 Owner: James Breen TABLE OF CONTENT Sheet No. Description 01-03 Grade Beam Design 04-04 Wood Beam Design 05-05 Wood Ledger Design 06-10 Wind Load Analysis as per ASCE 7-10 • • • .. ...... . ...... •••. . • • .•. ...... • • .••. ...... • .. . • . • • .• ...... • ...... •• .... • OOOOOO • • • • • ...... ...... • • . ..... • • • • • • • ..... •s.. ...... . . • • OOOOOO •..... • • • ...... • • • • J.C.D. ARCHITECT. Inc. JUAN C. DAVID R. A. AN•02311:4•44 LEED ACCREDITED PROFESSIONAL. PROJECT No SHEET No OF Design & Development JOB 77E:2/2 .646 ADDRESS Archttexto Intecte• PlannIrp Coroloyeacel CALCULATED BY DATE am. • 1••••111:1111•11.).• • Rs 111■1111•41110 CHECKED BY DATE , : I . . . . .• .i. ; . i i • ; • • , : • . , . • : + . 4.04 4::::...# : •••.• • : : : . : • I : 3 I i • .. :••••' • : . . . : • I : i i . . I i ' i , : ! : • t • i ! i ; • • ; • • 4 : ; , i ; i . .• • i • , 4 • /7/ ; , • ; ; ; ; ; ; 4e '': --A 44*4 8EAM a 4.-/ 1 i • ;• i. 4.24- ......2.- ..9.12 5-1 - .1 1 -I - *8 i ----->i /"'",f) 1 ,4,1.•• 3) lo (0. 4 71).. e: iti' 'N <;:r as i : i - ...4. • -....„ 4.___-41--i 4..... - .. 4.... 5 • l'/,‘4,-.5) •• I i 7 I . . 4 ' -.• ..."/-'. -1"... i "-t- 4.- ! -*- 1 ISSak. 4.• f W.C. ; ,..;, : 2 ,p . 4 3) x -2 ! w I ! ! ; , I 4.*70; t • , • • .• 5-'17 ........ 51.1 4. • .• • 4 • • • • • • ; ........... .:: • ' • • 7 • • • .;4e: • i 57. /6. •/Cj •• :I, • ell •••• .... • ; • i • . ; • • • • 0404 42/1!"2 ?e • /2 ) ,• . • • .... • • . • 6.0 Kr.,ZtZ- .. • , t • VV."— • • • i 3 • /4/.. • 4 : • • • • • • • 1 • • •• • • • • ; a•••o ..• • .; J • ° ° 'be • • ! • • • .170 °°° 1.26 .9.03 (47..‘" ,== 63. ;11 *e . • • s • ; t • • • i • • • , • 4-.4)-• • • Av • • 7 • • /1/ • , , • ." ..04 •• ° • X : ••••: 4.4-1- • • 67 , k /0515Y. (a. • •..... • -; i- • 1:1- 14 ' •t • i 4 ) ---t- t ! • , • • 4 ; , , • i 1 i • .! • • --i-- - !, . . .i. t • , 3 •:.• ' 1 1.z01A, ; /f ; -----• ( 2 4 .4 , ; , x , 'Ala , := 45.10 ! -1 /d , 1 t --1.- • 1 • Z ON.0 .2 31 --=1. /0.2.4051 : x !..0. la ) *-. ./do i - i/c, ; , . 54/. 0 , , , • • . • , . I, ; • A4-tt" - /i. ‘; . * ( 0. 'I!1;• ‘° ) - /0i, .;, 60 -.•:,- 0 ZOf"&-t4,i- t.,• •-• ••i;, i—,\ — / :V* 341 1 = (/*4S? . 414 ) 'F.: '. //e0 — ; . . ; 7 I . . ..I' r • ! • • : • , . . , . . I • . . ; • • , I • , I ; . , . , • • • • • , . i • ; • ... .t _........ ....+. 4_4.4. .,... ..4... .4._ ...... 1..._ • i , . t . . . . . , . • ••• • • . 1 i • i , i • • 1 . : . . I ..- ••• --; ;- ;i• 1 • . . . • . . • . . i i . • t t t ' 4 r 4 i . . . t -1- • • . j • • • t . .. •, ! , : • ; i .. • , , • : • I I . • • , • : . i • -- .4 • - : , • • i • . : , • . • : : • I • . • : : , . . , • . • . , . . . . , , , , • ; ,. . ... 4 r • , . , 4. t- - • • •- -t• •-• • ••• •• • ••• • 1 . i• . . . • 1 • : ' • , . • • t i . • ' . i i ! • • • ' „ • . . • • • • i . : , i•- • 1 I •• i i• 1 : • i ' i • ; I 1 : . . : • . , . . . . . / • • ', • 1 : • I 1 i i 11 : ; • t • • • • .• • • .• .• • • • • ..... ... .. . 4 . • • I : • , . • I ; ;- 4 • • i • • • • .. • • , • • • • • • • • i • • • . • - • 01 Title : Dsgnr: Description : Scope : Job # Date: 11:31AM, 22 MAR 16 Rev: 580000 User. KW -0605358, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 TERRACE -ANA. E C W :Beams Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.40 1.70 Concrete Member Information Description s-1 S-2 S-3 Span ft Beam Width in 15.00 12.00 15.00 12.00 2.00 12.00 --1445-1.24 in ^2 Beam Depth in 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Free V Reinforcing Center Area 1.20in2 1.20in2 1.20in2 Bar Depth 20.19in 20.19in 20.19in Left Area 1.20in2 1.20in2 1.20in2 Bar Depth 3.81in 3.81in 3.81in Right Area 1.20in2 1.20in2 1.20in2 Bar Depth 3.81in 3.81in 3.81in • • •••••• Loads �••� . • Using Live Load This Span ?? Yes Yes Yes •••• • •••• Dead Load k/ft 1.500 1.200 1.200 •••••• Live Load k/ft 0.600 0.600 0.600 •= "• • ••- Results Beam OK Beam OK Beam OK ••••• Mmax @ Cntr k -ft @X= ft Mn * Phi k -ft Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn ' Phi k -ft Shear @ Left k Shear @ Right k 52.12 5.80 104.82 0.00 -80.49 -5.40 104.82 104.82 104.82 -80.49 -5.40 0.00 104.82 104.82 104.82 Bending OK Bending OK Bending OK 18.03 25.26 5.40 28.77 15.24 0.00 37.63 9.40 104.82 0.00 0.00 104.82 •• •• 1 •••••• • • • • • • • • • • •• • • • • • •••• • • • •••••• • • •• • • • •• • •• ••••• 00000• • ••• • • ••• •••••• • • • •••••• • • •••••• • • Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 8.76 3.39 12.15 25.07 11.13 36.20 -0.023 6.50 12,017.76 25.07 11.13 36.20 9.07 4.67 13.74 -0.014 8.80 12,017.76 9.07 4.67 13.74 0.00 0.00 0.00 0.007 2.00 13,824.00 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing @ .4'L in Spacing @ .6'L in Spacing @ .8'L in Spacing @ Right in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd 10.10 10.10 0.220 10.10 10.10 Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 02 Title : Dsgnr: Description : Scope : Job # Date: 11:31AM, 22 MAR 16 Rev: 580000 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 2 TERRACE -ANA. EC W:Beams Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) Query Values Location ft 0.00 0.00 0.00 Moment k -ft 0.0 -80.5 -5.4 Shear k 18.0 25.3 5.4 Deflection in 0.0000 0.0000 0.0000 • . • • • •• • OOOOOO • •..•.• •••• • .•• •••• •••••• • • • ••.••. • •••.•• • ••.• • • • •••• • •••••• • •••••• • • •• •• • •• • • • •••• •••••• • • • • • • • • • • • •• • • • •••••• • • • •••••. • • 00000 • • ••••• •••••• • • • ••••.• • • ••• • •••••• • • • 03 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Title : Dsgnr: Description : Scope : Job # Date: 4:01 PM, 12 AUG 17 Rev. 580000 User. KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Timber Beam Page 1 TERRACE-ANA.ECW.Studs 8 Joists Description Beam 8"x12" (Gravity -2 Spans -9.7' ) General Information Southem Pine, No.2 2 -4 Thick, 10 Wid Spans Considered Continuous Over Support Fb : Basic Allow 750.0 psi Fv : Basic Allow 175.0 psi Elastic Modulus Load Duration Factor Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide 1,400.0 ksi 1.000 Timber Member Information Description Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type ft in in ft S_1 S-2 9.70 9.70 8x12 8x12 7.500 7.500 11.500 11.500 Pin - Pin Pin - Pin 4.50 4.50 Sawn Sawn Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft Yes Yes 450.00 450.00 510.00 510.00 • • • • •••••• • • • • �•.•• •• • ••• 1 •••• • ••1• • •••••• 1111•• • • 1111•• • •••••• • ••••-•• • • Results Mmax © Cntr in -k 76.2 76.2 @ X = ft 3.62 6.08 Max © Left End in -k 0.0 -135.5 Max © Right End in -k -135.5 0.0 fb : Actual psi 819.6 819.6 Fb : Allowable psi 861.1 861.1 Bending OK Bending OK Shear © Left k 3.49 5.82 Shear @ Right k 5.82 3.49 fv : Actual psi 85.0 86.1 Fv : Allowable psi 175.0 175.0 Shear OK Shear OK 1111• jiti••• m • • • •. •• • • • ••• •••• •••••• • • • ••• • • • • • • 1111•• •••••• • • •• • • • •• • •••• • 1111•• • • • • •••••• • • Reactions & Deflection DL © Left k 1.64 5.46 LL @ Left k 1.86 6.18 Total @ Left k 3.49 11.64 DL @ Right k 5.46 1.64 LL @ Right k 6.18 1.86 Total @ Right k 11.64 3.49 Max. Deflection in -0.060 -0.060 @X= ft 4.07 5.63 Query Values Location ft Moment in -k Shear k Deflection in 0.00 0.0 3.5 0.0000 0.00 -135.5 5.8 0.0000 04 Title : Dsgnr: Description : Scope : Job # Date: 12:56PM, 22 MAR 16 Rev: 580000 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Ledger Design Page 1 TERRACE-ANA.ECW:Studs 8 Joists Description 2-2"x12" Wood Ledger Design (Terrace) General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. h Ledger Width Ledger Depth Bolt Diameter Bolt Spacing Load Duration Factors... Live Load Short Term 3.000 in 11.500 in 7/8" Uniform Load... Dead Load Live Load 425.00 #/ft 510.00#/ft 12.000 in Horizontal Shear 0.00#/ft Southern Pine, No.2 2 -4 Thick, 8 Wide 1.250 Fb Allowable 975.0 psi 1.330 Fv Allowable 175.0 psi Point Load... Dead Load Live Load Spacing Offset 0.00 lbs 0.00 lbs 0.00 ft 0.00 in Ledger Stresses Load Combination : Maximum Moment Bending Stress Stress Ratio MaximumShear Shear Stress Stress Ratio DL + LL 935.00 in-# 14.14 psi 0.012 589.24 lbs 17.08 psi 0.078 DL+ST 425.00 in-# 6.43 psi 0.005 267.84 lbs 7.76 psi 0.033 DL + LL + ST 935.00 in-# 14.14 psi 0.011 • 58924 It's • 17.0% psi' 0.07'3•••• • • . •••••• • •••• • . •••. Bolt Loading Note: Bolt Design Value from NDS 8.21 UBC 23 Using :Southern Pine Stress Summary Max. Vertical Load Allow Vertical Load Max. Horizontal Load Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Force Final Stress Ratio Summary DL + LL 935.00 lbs 3,437.50 lbs 0.00 lbs 7,687.50 lbs 90.0 degrees 935.00 lbs 1,124.51 lbs DL + ST 425.00 lbs 3,657.50 lbs 0.00 lbs 8,179.50 lbs 90.0 degrees 425.00 lbs 1,174.88 lbs 0.831 : 1.00 0.362 : 1.00 •••• ✓---• DL+LC+Vr• 9s2.ee abs 3,657.6• lbs •9106.1bs 8t17910;bs 000000 • • •• • • • •••• • . • 904C1 degree:: • • • • • • 935:0trlbs ••• . 1,174.881bs • • 0.796 : 1.00 Stress Summary Wood Bending Stress Ratio Wood Shear Stress Ratio Bolt Stress Ratio DL + LL 0.012 : 1.00 0.078 : 1.00 0.831 : 1.00 DL + ST 0.005 : 1.00 0.033 : 1.00 0.362 : 1.00 Wood Stress & Bolts OK DL+LL+ST 0.011 : 1.00 0.073 : 1.00 0.796 : 1.00 05 000000 •• • _ ••••• • 000• . ••••• • • ••••• •••••• • • •••••• . • • •••••• • • JOB J.C.D. ARCHITECT , Inc. ADDRESS JUAN C. DAVID R.A. APDMIW" LEED ACCREDITED PROFESSIONAL PROJECT No SHEET No OF Design & Development ArchtkxAL" lnwrk" Plannhg - corlauuadw— CALCULATED BY DATE CHECKED BY DATE ............ ....................... ................................... .................................- ........................................................ ...................-................................................................. ........................... ............ .............. ......................... ............ ........... ..................................................... ............................. . ..... ........... ........... ............ ..........----------............------------ ........... ....................... ............................. .......... ........... ......................... ............ ............ ............ ............. .............. .......................... .................... ...................................................................... ......... . . . ..............i.__ . . ................ 4. ....... ........... ------------- ........... ........ ..... .............................I ....................................... ........ ............ .......................... .......... ........ ....... ........................... ............ .......................... .......... .......... ........................... ........... .............................. .................................................... ........... .......... ........................... Xg v .................................... .......... ............ ............................................................ ......................... ......................... ......... ... ........... ....................................... ............................. ............ ............ ........................ ......... ....... ............. ... ................................. .......................... .......................I...I! i ............................. ............. ............ .......... ................. ............. ................... ............................................................................... ............ ............ ............. ...................... .............. .......... .................. .......... ....................................................-j..................................................................... ........ ............ ........... ........... .... ....................... ........................ ..................................... ........... ................... .................... ........ .................... ....... ............... .......... ............. ............ ..........................................- ........................... .......... ......................... .......... ................ ........ .............. ........... .................. ............................: 0i .......... .......................................................... • • ........... •.................. ............... ............................ ........... .......... ..........ja'.0" ................................................ ................ eat ............ ........... • ...................................... ........... ............. .... .......... .............. ............. • .............. .............. ......................... .................................- ................................................. ......... ............. .................. + a a .............. ..................................... .............. ............................................. ........................ .......... ................ ............................................... ............... :...........4 L............ ... ........... .......... L 0!6.9 ............. • ...... ............ ....................... .............. ................................................... ....................................... ............ ........... ............ .......... ► ..........._5....__._ .......... ----------- • •a ............ .......................... ........... ............ ............... ..... .. .. .. ........ .... ..... .... .. ...................... .......... ............... ................. • • A ............0 0 9 a ................................... .............. ........................................... ......................... .............. ................. ........................ ........................... . ....... .................. ............................................................................ ........................................ ......................... ............. .......................- ........... .......... ............. ............ ............... ................... ............ ............................ .......................... .................- ............... .......... . ........... .............. ............. ........................ .. ... .................. ..... .... ..... ... .......... ..... ...... ..... ....... ... ..... ...... ..... .... .... .... .............. .......... ............... .......... .......................... ........... ........................................ ......................... ............................................. ..................................... ............. ........... ........... ............................. .......... .............. ............ ........... ................ -4 ............................. .................................................................. ........ .......... .......... ....................... ............... .......... .................... ............ ........... ............................. .......................... .......... ....................................... ............ .... ..... ... .......... .......................... ............... ........................... ............. ............... ........................ .................... ..... ....... ... .... .... .......... ........... .......................... ....................... ........... ................................................................................... ............ ................................. ......................... ................... ............... .................................. .............................. ............. .............. ........................ ................................... ................ ............. ............. ............. .......... ....................... ................ ........................... ...................................... ....................................... ........................ .................- ............................................ ............................................. ..................... .................... ....................................... ........................ ..................... ....................... ........................... .............. ............. ..................................... -----------............................ .......... ..................... ........................ .......... ............. .................. ........... ............. ......... ................................ ................. ................... .................. .......... ..... ............... .................. .......... ........ ...... ........... .............. ....... ....... .............. -1. . ..... ........... ........... .............. ........................ ................... .... ................................ ............. ........... ......... ............ ............... ............ ........................1-..........4---------4.1.......... .......................................... .............. .......... ............ ... ..... ........ . ....... .......... ......... ........... . ..... ........ ........ ...... ... ..... .......................... ............ ............. ........................ ............... .. ..... ...... ..... ..... ....... ..... ............ ........................... f.......... ... ....... ........... ............. ............... .......... ............... ..................... ............... ........... ................................................................................................................ ................................................................................................. .................................................................................................................................. ........................................... 06 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: J. Breen Terrace Analysis by: O.G. Company Name: J.C.D. User Input Data Structure Type Building Basic Wind Speed (V) 175 mph Struc Category (I, II, III, or IV; I I Exposure (B, C, or D) D Struc Nat Frequency (n1) 1 Hz Slope of Roof 3.0 :12 Slope of Roof (Theta) 14.0 Deg Type of Roof Hipped Kd (Directonality Factor) 0.85 Eave Height (Eht) 20.50 ft Ridge Height (RHt) 25.50 ft Mean Roof Height (Ht) 23.00 ft Width Perp. To Wind Dir (B) 73.00 ft Width Paral. To Wind Dir (L) 70.00 ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.33 Flexible Structure No Calculated Parameters Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = 11.500 zg = 700.000 At = 0.087 Bt = Bm = Cc = 1.074 ••• • • 0.8QQ •.. • • •••• 0.150 1= 650.09 Epsilon = 0.126 • Zmin = 7.40_ft • • • •• •• Gust Factor Category I: Rigid Structures - Simplified Method •• • • •• • • Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0785 • Gust Factor Category II: Rigid Structures - Complete Analysis • • .• Zm 0.6*Ht13.80ft- 0.00 0.00 Izm Cc * (33/z)^0.167 0.1735 Enclosed Buildings Lzm I*(zm/33)^Epsilon 582.89 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9135 Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.8850 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings • 0.18 -0.18 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 8/16/2017 • • •••••• • •••• • • •••• • OO 00 OO • • •- • • • •••• • • OOO 00 •• • • 1 •• Page No. 1 of 4 07 •••••• • • • •••••• • • •••••• • • ••••• • • ••••• •••••• .• • •••••• • • •••••• • 8/16/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ftA2 Pressure (Ib/ft^2) 2.01*(Ht/zg)^(2/Alpha) Windward WaII* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip -ft) 25.5 1.13 1.00 75.29 37.89 64.51 -44.74 -18.12 82.63 15.08 18.85 23 1.11 1.00 73.95 36.98 63.60 -44.74 -18.12 81.72 29.99 56.34 20.5 1.09 1.00 72.49 35.98 62.60 -44.74 -18.12 80.72 32.94 94.57 20 1.08 1.00 72.18 35.77 62.39 -44.74 -18.12 80.51 62.33 176.27 15 1.03 1.00 68.65 33.37 60.00 -44.74 -18.12 78.11 147.86 1908.49 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems M hod 2) r if M w ` N NM M I II II IIII M L z MI MIN I no B -- ► tttttttt1' \111111111 141 L L L Variable Formula Value Units Kh 2.01*(Ht/zg)^(2/Alpha) 1.11 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 73.95 psf Khcc Comp & Clad: Table 6-3 Case 1 1.11 Qhcc .00256*VA2*Khcc*Kht*Kd 73.95 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 • • • • • •• • ••.•.. • •••••. ••.• • • •••• OOOO • • •• •• •••••• • •. • • • • • • • •• . Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Calculations for Wind Normal to 73 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 73 ft wall) Leeward Walls (Wind Dir Normal to 70 ft wall) Side Walls -0.50 -0.49 -0.70 -44.74 -44.20 -57.31 -18.12 -17.58 -30.69 Roof - Wind Normal to Ridge (Theta>=10) - for Wind Normal to 73 ft face Windward - Min Cp Windward - Max Cp Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. -0.60 -51.21 -24.58 -0.08 -18.42 8.20 • • ••••.• • ••••.• •••• • • • • •.•• • •••••. • • • • • . . . . •• •••••• • • •••.. • • • •••• •••••• • •• • • .•..... ••••• • • • ••••• ••. • • • • •• •4 Page No. 2 of 4 08 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward onl )1) -0.47 -0.60 -0.47 0.80 -43.02 -37.90 -29.71 49.29 -16.39 -37.90 -29.71 49.29 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 70 ft face Dist from Windward Edge: 0 ft to 46 ft - Max Cp Dist from Windward Edge: 0 ft to 11.5 ft - Min Cp Dist from Windward Edge: 11.5 ft to 23 ft - Min Cp Dist from Windward Edge: 23 ft to 46 ft - Min Cp Dist from Windward Edge: > 46 ft -0.18 -0.90 -0.90 -0.50 -0.30 -24.63 -69.89 -69.89 -44.74 -32.17 2.00 -43.26 -43.26 -18.12 -5.55 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(Ht/zg)^(2/Alpha) Topographic factor (Fig 6-2) 0.00256*(V)^2*Kh*Kht*Kd Angle of Roof 1.11 1.00 73.95 14.0 Deg 8/16/2017 • • • • ••••.• • • •• • ••• • •••• • •••••. • • •• •••.OOOOOO •••••• • OOOOOO • •. 4 •• •••••• • •••••• •_ • Cceter Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.48 0.18 -0.18 73.95 22.04 48.66 2 -0.69 0.18 -0.18 73.95 -64.34 -37.72 3 -0.44 0.18 -0.18 73.95 -45.55 -18.93 4 -0.37 0.18 -0.18 73.95 -40.97 -14.35 5 -0.45 0.18 -0.18 73.95 -46.59 -19.97 6 -0.45 0.18 -0.18 73.95 -46.59 -19.97 1 E 0.72 0.18 -0.18 73.95 40.23 66.85 2E -1.07 0.18 -0.18 73.95 -92.44 -65.82 3E -0.63 0.18 -0.18 73.95 -59.61 -32.98 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. • • •• • • • • •••••. • • • 000000 • • 00000 • • ••••• 000000 • • •••••• • • • • ••• • :•.••• • • • • • Page No. 3 of 4 09 4E WIND10 v3-20 Detailed Wind Load Desi9n (Method 2) per ASCE 7-10 0.18 1 -0.18 1 73.95 1 -54.43 -0.56 -27.81 * p = qh * (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft Hipped Roof 7 < Theta <= 27 7.00 ft a = 7 =_> Double Click on any data entry line to receive a help Screen • • •• • • •• . •••••• • •••••• •••• • • •••••- • • •• •• Component Width (ft) Span (ft) Area (ft"2) Zone GCp Nind Pless1113/ft^2' Max Min Max 'VIM GT -1, T-1 4.5 34 385.33 1H 0.30 -0.80 22.1%. • 19.16 GT -1, T-1 4.5 34 385.33 2H 0.30 -2.20 22.19 -162.70 GT -1, T-1 4.5 34 385.33 3H 0.30 -2.50 22.19 -184.88 T-1 2 34 385.33 1 0.30 -0.80 35.50 -72.47 T-1 2 34 385.33 2 0.30 -1.20 35.50 -102.05 T-1 2 34 385.33 3 0.30 -1.20 35.50 -102.05 0.00 Wall 1 9 27.00 4 0.92 -1.02 81.63 -89.03 Wall 1 9 27.00 5 0.92 -1.25 81.63 -105.58 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 8/16/2017 • •••••. • •••. • • . •••••• • • • • .• •••• • OOOO• •• • • • Page No. 4 of 4 10 •••••• • • • •••••- • - • • OOO • • OOOOOOOOOOO •• • •,•••- • • •••••• • •