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RC-16-2386 (2)BUILDING PERMIT APPLICATION 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 RECEDE° MAY 181011 FBC 2019 Master Permit No. '2<--V ( 7 — 3 (3 Sub Permit No.'12-C- I -23 El BUILDING ❑ ELECTRIC ❑ ROOFING Nt REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JO DDRESS: 414 + 5A-<-0-\ City: i Shores County: Miami Dade Zip: 7,73 S-.1 Folio/Parcel#: Is the Building Historically Designated: Yes NO5L Load: Construction Type: Flood Zone: BFE: FFE: Occupancy Type: Address: -Nip 61 city: Q VU GAS Tenant/Lesser �me: Email: 6! CONTRACTOR: Company Name: dL Cp,/\,k•/- i.- t•• J_'p Ni (A)C Address: g YO jtj ji(i e c City: / —c /P//' State: - l Qualifier Name: 4kt 4 /r hJ `a c:2 Phone#: OWNER: Na a (Fee Simple Titleholder) Phone#: � lU' State: 1/ 1--/ Zip: � 1� Phone#:©S 3 Ab L Phone#: T 26- 7- l 9f5, Zip: State Certification or Registration #: C 4. C / 52 5,1 / ? Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ S ? CJ a Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteratio ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: "11 e- ti • Specify color of color thru tile: Submittal Fee Permit Fee $ 26 'T - (; CCF $ G • VO coicc $ Scanning Fee $ 1 S:5 03 Radon Fee $ DBPR $ r�(� Technology Fee $ '"t " 2- 0 Training/Education Fee $ (, J Structural Reviews $ 126 ` OZ) Notary $ 5" OD Double Fee $ Bond $ TOTAL FEE NOW DUE $ ? 2'T• 3L (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City _ State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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. Signatu OWNER or AGENT The foregoing instrument was acknowledged before me this day of ✓` a7 ,20 /9 ,by , who is personally known to me or who has produced L I cs c-e 5 identification and who did take an oath. NOTARY PUBLIC: rdete ,� / s% , �&'' , •LI.Ilc - SI Sign: Print: Seal: y omm. Expires Oct 30, 2018 Commission # FF 173169 *******************************4**************************************************************************** Signature ONTRACTOR The foregoing instrument was acknowledged before me this 20 Il as me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: \\\\a%0••14 J0.31 • Ng/ /i, APPROVED BY (Revised02/24/2014) !�7 Plans Examiner Structural Review Zoning Clerk 12c,K0 TURAL RE. APPROVE: STRUCTURAL CALCULATIONS PROJECT: LONG RESIDENCE .. 444 NE 93RD STREET : .•. MIAMI, FLORIDA By: Denis k. Solano. P. E. P.E. #: 56902 S.I. #: 2046 C.O.A. 00009095 • •... . . ... . DENIS K. SOLANO, P.E. ASSUMES RESPONSIBILITY FOR BOTH MANUAL AND COMPUTER GENERATED CALCULATIONS (1 -25) SolVer Structural Partnership, Inc. 950 NW 22nd AVENUE MIAMI, FLORIDA 33125 (305) 643-8699 PHONE (305) 643-8692 FAX WWW.SOLVERSP.COM • • . ►►►►11111111//i�Y �.0% K• SO�''„ ` �1,` �. �.....••• EN tii0 t '• r i * i No. 56902 * - r„1 • CHAPTER #1-WIND CALCULATION ..;;;;. . • .. . . . .... . . . . • .... • . .. . .. ... .... .. . . ••• • • • • • • • • • • • • • • • SolVer Structural Partnership, Inc. 950 NW 22ND AVENUE MIAMI, FLORIDA 33125 (305) 643-8699 PHONE (305) 643-8692 FAX WWW.SOLVERSP.00M Date : 3/31/2017 Company Name : SOLVER Address : 950 NW 22 AVE City : MIAMI State : FL File Location: C:\Solver Projects\SETH\WIND MECAWind Version 2.1.0.7 per ASCE 7-10 •••••• Developed by MEGA Enterprises, Inc. Copyright 2017 www.mecaeAterpr‘ses.com •• • ••• • • • ':_ YDD D • •••• • • • • • All pressures shown Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Damping Ratio (beta) Alpha At Am Cc Epsilon = Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = 22.00 Project No. Designed Sy Description Customer Name Proj Location CALCS.wnd •• • • • • • • •• •• •• • Directional Procedure Simplified Diaphragrm Buildiag..{,Ch 27 P?rt 2) Design, with a ]oad :'actor of .6 • • Exposure Category•• Flexible Structure Kd Directional Factor are based upon ASD 175.00 mph II N/A 1.00 0.01 9.50 0.11 0.15 0.20 0.20 0 : 12 9.33 9.33 .00 ft ft ft Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area • =••• • C _ ••• No = 0.85 ft Bldg Width Across Ridge= Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0 85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) • • • • • • • • • •• • • • 900.00 ft 1.00 0.65 500.00 ft 15.00 ft .00 Deg Monoslope 9.33 ft 484.00 ft^ = 0.85 22.00 ft = 15.00 ft = 0.23 = 427.06 ft = 0.94 • 0.90 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 Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 - 3.08 • 1.00 • 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 22 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: pl: pwh: pw0: Side wall pressure acting uniformly outward = .54 * ph = Leeward wall pressure acting uniformly outward = .38 * ph= Windward wall pressure acting uniformly outward = ph-pl Windward wall pressure acting uniformly outward = p0-pl = 1.00 38.70 psf 38.70 psf 20.90 psf 14.71 psf 23.99 psf 23.99 psf • .... MWFRS-Wall Pressures for Wind Normal to 22 ft wall . . '....' L/B • • • . • •• 1• ph: Net Pressure at top of wall (windward + leeward) - '3$'.7D psf ' p0: Net Pressure at bottom of wall (windward + leeward) ' - 38.70 psf . • ps: Side wall pressure acting uniformly outward = .54 * phi...•= :t0!• �9�0 psf pl: Leeward wall pressure acting uniformly outward = .38.:.p ;4.4.71 psff•:.• pwh: Windward wall pressure acting uniformly outward = ph-pA•••23!•909 psf pw0: Windward wall pressure acting uniformly outward = p03p4••= 23�99 psf •• • • • • • Wall Pressures See Table 276 See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Elevation Mean roof ht. Plan • • • • • •• • • • • ••• • • • • • Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.000 Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. hp ph wall pressure from Tabie 27.6-1 at height 11 .. •. . . . .... . . . .. . . . • • .• •• .. • ..• • • • •••• • • •••• • •• ••• • • • Flat Roof Parapet Wind Loads (Figure 27.6-2): • •• •• • • • • •• • • • • • • • • • ••• . • • .. •• ,.dditional load on MWERS from ail parapets and parapet surfaces pp = 2.25 times the pressure determined from Table 27.6-1 for a height measured to the top of the parapet (hp) of ht., Parapet: hp: Height to Top of Parapet = 11.33 ft php: Wall Pressure for L/B = 1 at hp (Fig 27.6-1) = 38.70 psf pp: Parapet total pressure (Leeward + windward) - 2.25*php = 87.08 psf 4 MECAWind Version 2.1.0.7 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaeater4 rtses.coln'•'• • • • Date 3/31/2017 Project No. •• • • •••• • Company Name : SOLVER Designed By : ALB • ••• Address : 950 NW 22 AVE Description : SH-2768 •••••• • City : MIAMI Customer Name : SH State : FL Proj Location : BROWARD CpUl04:• . . • File Location: C:\Solver Projects\SETH\WIND CALCS.wnd •�•• • • • •• •• •• • • • • •• 0 • • • • • • • • V • • it-i alto • • • • • •• a :3f 2 Gable Roof 8 <= 7 2 r3 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Description Width of Pressure Coefficient Zone "a" = 3 ft Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ALL DOOR AND WIN 2.00 5.00 10.0 4 0.90 -0.99 38.38 -41.58 ALL DOOR AND WIN 2.00 5.00 10.0 5 0.90 -1.26 38.38 -51.18 STEEL TRUSS-1 7.00 22.00 161.3 1 0.20 -0.90 16.00 -38.38 STEEL TRUSS-1 7.00 22.00 161.3 2 0.20 -1.10 16.00 -45.49 STEEL TRUSS-3 7.00 22.00 161.3 3 0.20 -1.10 16.00 -45.49 STEEL TRUSS GENE A 7.00 22.00 161.3 2 0.20 -1.10 16.00 -45.49 Mbr-6135 Cud .A 3.00 9.00 27.0 4 0.83 -0.92 35.94 -39.14 MFTAI_STjjfl. 4:04 w�,C 3.00 9.00 27.0 5 0.83 -1.12 35.94 -46.30 ROOFING 2.00 5.00 10.0 1 0.30 -1.00 17.06 -41.94 ROOFING 2.00 5.00 10.0 2 0.30 -1.80 17.06 -70.37 ROOFING 2.00 5.00 10.0 3 0.30 -2.80 17.06 -105.90 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.89 Qhcc:.00256*V^2*Khcc*Kht*Kd = 35.54 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) • • Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF=1.310), 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. W ndward parapet Lead Case A Leeward parapet Load Case B • • • • • .. • Top oFrimpt .0000. •••• • ... • • • • • • .. • • .. • • • ... • 00 Load Case A - Apply Positive Wall Pressure to Front and negative roof pressure to back. p1: Positive Wall Pressure p1: Positive Wall Pressure p2: Negative Roof Pressure p2: Negative Roof Pressure on Front of Parapet (Zone 4) on Front of Parapet (Zone 5) on Back of Parapet (Zone 2) on Back of Parapet (Zone 3) • 42.38 psf • 42.38 psf • -97.41 psf =-132.79 psf • Load Case B - Apply Positive Wall Pressure to Back and Negative Wall Pressure to the front. p3: Positive p3: Positive p4: Negative p4: Negative Wall Pressure on Back of Parapet (Zone 4) Wall Pressure on Back of Parapet (Zone 5) Wall Pressure on Back of Parapet (Zone 4) Wall Pressure on Back of Parapet (Zone 5) • 42.38 psf = 42.38 psf • -42.38 psf _ -77.77 psf b MECAWind Version 2.1.0.7 per ASCF.i 7•-10 •;;• Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaentger4ses.coi •�• Date : 4/4/2017 Project No. Company Name : SOLVER Designed By : ALB Address : 950 NW 22 AVE Description City : MIAMI Customer Name State : FL Proj Location File Location: C:\Solver Projects\Linchenat\New Folder\WIND CALCS.wnd •• . SH • • •••• : MIAMI BEACH • • • •• • •• • • • • • • •• •• •• • • •• • • Directional Procedure Simplified Diaphragrm Buildirg•4Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load ;actor of• .6 Basic Wind Speed(V) = 175.00 mph • • • • • • • Exposure Category• al NaturalrFrequencyry = N/AII Flexible Structure• • = •••••:No • Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 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 = 3.28 : 12 Slope of Roof(Theta) = 15.29 Deg Ht: Mean Roof Ht = 11.50 ft Type of Roof = Gabled RHt: Ridge Ht = 14.00 ft Eht: Eave Height = 9.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 2092.00 ft^ 2 Bldg Length Along Midge = 55.17 ft Bldg Width Across Ridge= 36.58 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 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 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 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 Topographic Adjustment 0.33*z = 3.80 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 36.58 ft wall L/B = 1.51 ph: Net Pressure at top of wall (windward + leeward) = 36.15 psf p0: Net Pressure at bottom of wall (windward + leeward) = 36.15 psf ps: Side wall pressure acting uniformly outward = .59 * ph = 21.36 psf pl: Leeward wall pressure acting uniformly outward = .32 * ph= 11.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.43 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.43 psf • • •... MWFRS-Wall Pressures for Wind Normal to 55.17 ft wall • • �••••� L/B •••• _ 00.66 • ph: Net Pressure at top of wall (windward + leeward) _ .38+!7: psf • p0: Net Pressure at bottom of wall (windward + leeward) • 38.70 psf. .••• • • ps: Side wall pressure acting uniformly outward = .54 * 114E Z0.'90 psf pl: Leeward wall pressure acting uniformly outward = .38 ..plai 1.4.Z1 psf • • pwh: Windward wall pressure acting uniformly outward = ph ill'..' %4%, psf. pw0: Windward wall pressure acting uniformly outward = p0 ,p]...: 23.99 psf .• • • • • • . • • See Fig 27.6=2 for Parapet wind Roof Pressures pressures i!>rr, See Table 27.6-2 tf hit, Wall Pressures I Win} See Table 27.6-1 Elevation Plan • • • . • . . •• • .•• . . • • . Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor Zone Load Casel Load Case2 psf psf 1 -33.53 2 -24.09 3 -36.05 4 -32.18 5 -26.37 6.57 -8.08 .00 .00 .00 1.000 Note: A value of '0' indicates that the zone/load case is not applicable. SolVer Structural Partnership, Inc. Consulting Structural Engineers Design • Inspections • Investigation • Reports /i6bc cSI.t 221.E 'srott Project: .•.• • • • •••• • • . • •• • • •.. • • • • • •. . • • • • •••• • • • • • • • Sheet No.: _ _ • • • Date: •• .• "' • •• Rev.: • • • • • • • • • • •• ••• • • • • • • • • qoal =3A to,ttA)) boul) \4/ f11,41,t atoLl — tpti4 yttok set yd 31/ f % 1, .zr 8l + 11-6 P 3S�y. _ VA- Zaci_ CLQJ (ri. �n� — �S� piY f 2zr 1221 4ZtS gzetoti Large. a� fir tivA wA011, • 950 NW 22ND Avenue • Miami, Florida 33125 • Phone: (305) 643-8699 • Fax: (305) 643-8692 • • e-mail: info@solverstructural.com • cn C. S Partnership, Inc SolVer Structural Partnership, Ioc.•. Consulting Structural Engineers ' Design •.Inspections • Investigation • Reports • dea_ Ao.a A --art& Yi-e\ 586 fl,k) 4/ast13 wata Project: •••• • • • • • • • • •• •• • • • • • • • • • • • ••• • • • •• • • • • • •• • • • • •• • • • •• • • • • • • • •• Sheet No.: • Date: ' •• • Rev.: �p N�� �C WN d •• • (U(6‘ 4.� �ia�� Awt yVouVwq ‘Al-, ,14 s�t .(ss 9c(- 1,51 oc 2 ItAA 6.05t 23q-4 L 1. D v 020� 'Wait V1i i Z AV1 elatil. ka i 24 f)-4q = .� s4 x • 950 NW 22ND Avenue f-tot 37i l 10e. -ran;h Cep iami, Florida 33125 • Phone: (305 643-8699 • e-mail: info@solverstructural. • NC -S8c 4'otp GflAt,,l . 4. Fax: (305) 643-8692 • ...�,c ice,. T f y1Y -DOWEL -TYPE FASTENERS ••. • • • Table 11A BOLTS: Design Values (Z) for Single Shear (two'mgdlber). • Connections i' • • for Sawn Lumber or SCL with both members of identical specific grav tki•• • • • • • • Thickness eci . c E as E E m .m 2 too f2 gg cog mo tyn in. in. 11/2 11/2 D in. 1/2 5/8 3/4 1/2 5/8 1 3/4 1 3/4 3/4 e a i rid°' • i< . i 1/2 770 480 540 440 660 400 420 350 5/8 1070 660 630 520 930 560 490 390 2 1/2 1 1/2 3/4 1360 890 720 570 11201 660 560 r /430 fora ;�:.�� f•.a i �a '-k i*a '�`�. § a ,.. a o ! 1 i, i : :Ya �� '� K 610 370 430 330 610 360 420 320 0 520 540 460 870 520 530 450 0 590 610 510 1190 560 590 490 620 360 440 320 880. 500 510 410 1190 600 580 460 3 1/2 1/2 770 480 560 440. 660 400 `470 360 5/8 1070 660 760 590 940 560 620 500 88 1 1/2 3/4 1450 890 900 770 1270 660 690 580 120 We `t1S2a 830 510 590 480 720 420 510 390 160 680 820 620 1000 580 640 520 1530 900 940 780 1330 770 720 580 g +,;1 1/2 830 590 590 530 750 520• 520 460 5/8 1290 880 880 780 1170 780 780 650 3 1/2 3/4 1860 1190 1190 950 1690 960 960 710 5/8 1070 660 760 590 940 560 640 500 11/2 3/4 1450 890 • 990 780 1270 660. 850 660 5/8 1160 680 82 5 1/4. 1 3/4 3/4 1530 9 • 5 1/2 - 5/8 1290 8 3 1 /2 3/4 1869 11 ;. F e. ri€a°e4 5/8 1070 1 1 /2 3/4 1450 •a ,I h :x{2 ej 5/8 1290 3 1 /2 3/4 1860 1190 1240 1080 5/8 1070 660 760 590 1 1/2 3/4 1450 890 990 780 G=0.67 Red Oak Za Z,1 Z,,,1 Zl Ibs. Ibs. lbs. lbs, 650 420. 420 330 810 500 500 370 970 580 580 410 c + aoj° ige i'° 760 490 490 390 620 390 390 290 940 590 590 430 770 470 470 330 1130 680 680 480 930 540 540 360 •9 32 2 G=0.55 Mixed Maple Southem Pine t✓ G=0.50 Douglas Fir -Larch Zal Z,,,l 21 Zo Zal Zml Z1 lbs.` lbs. lbs. lbs. lbs. lbs. lbs. lbs. 530 330 330 250 480 300 300 220 660 400 400 280 600 360 360 240 800 460 460 310 720 420 420 270 r• e • Yi !K +ar .a1v4 a �r� • s 3 e 560 350 350 250 550 340 340 250 700 420 420 280 690' 410 410 280 850 480 480 310 830 470 470 300 101-k2I* Jo 610 370 370 310 610 360 360 300 580 340 330 270 850 520 430 340 830 520 420 330 780 470 390. 300 1020 590 500 380 1000 560 480 360 94• 40 20 450 330 W;: r :' 580 340 400 310 830 470 490 410 1140 520 550 450 • • •. •• • • • G=5.49 • Douglas Fr-Larcl• (N) • • Douglas Fir (S• ) :'I-etrf-Fir (N) • •• • • • • • • 441 Zm1 441 4: 4111. Zl lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 470 290 290 210 440 270 270 190 590 350 350 240 560 320 320 220 710 400 400 260 670 380 380 . 240 y1 Y+ ?� 720 490 490 430 710 480 480 420 1120 700 700 560 1110 690 690 550 1610 870 870 630 1600 850 850 600 i 0:a i1,t+fr,..j'•Cta E .4 4 asta Z a` t : " 'Y; T7 't, �c yz d •—r a i e a attg ..ar re = ?A4s�rta: 880 520 590 460 870 520 590 450 830 470 560 430 1200 590 790 590 1190 560 780 560 1140 520 740g 520 e �t (� 11' �'+) : Tie r e - . i et _ tta. 0 620 1000 580 690 520 930 530 630 470 920 530 630 470 880 500 590 440 00 1050 800 1330 770 890 680 150 680 830 630 1240 660 810 620 1190 600780�590 OW 1 �e 'ee�i rr TyTr _ : i e�: t a 4 a 1 11 a ti p; + wi 78780 . 1070 650 690 580 80 880 780 117069960780 1090 1540 800 970 710 90 1240 1080 1690 960 850 r a=° i ��. Gnte 11ilRrdq�yi e a ear a tt a4'a ;6 * a a o a�1ay'r ,+ . : ' a aa• ° ° 1 e aj\ 1 660 760 590 940 560 640 500 880 520 590 460 870 520 590 450 830 470 560 430 890 990 780 1270 660 850 660 1200 590 790 590 1190 560 i 780 560y11401 520 740 520 •�- e ai 1 �18"es"�- .[8 tiJ �- t >i £ i k �j g X , 4• e. �c . �e it a e e s°. !fir s. 1 a Z a o e:alik P 20 a 7 880 880 780 -- 700 730 630 1110 690 720 620 1070 650 690 580 1540 800 970 710 kk Paz 50 a �e� € • a k 4i 1 drittj 520 590 450 830 470 560 430 560 780 560 1140 520 740 520 ir21.1 e Y�. !PAIt.P Aft •• • • • • ..• • •G=0.46 • 520 320 320 230 650 380 380 250 780 440 440.280 • _ WOE. 670 380 470 350 660 380 .460 340 930 530 560 '460 920 530 550 450 1250 680 640 520 1240 660 -620 500 A-4; ii� t/ie 690 460 '460 410 1070 650 650 500 1540 800 800 560 680 1120 700 730 630 1110 690 720 620 1610 870 1030 780 1600 850 1010 750 y9 1170 - 780. 780 680 11 1690 960 1090 850 1610 870 1030 780 1600 850 1010 750 .., i riis yam a 1 a'4e9D e ;-291 •g19 0"XK 28$OI3 880 520 590 460 870 1200 590 790 590 1190 940 569 640 500 1270 660.. 850 660 PI 1.1.4q 4 b 7 1/2 1 . : e a e..'.r a qs a ,; 7,i.. i f r k4+� u - 3, .,._ •.( " 5/8 1290 880. 880 780 1170 780 780 680 1120 700 - 730 630 1110 690 720 620 1070 650 690 580 3/4 1860 1190 1240 1080 1690 960 1090 850 1610 870 1030•3V �780 1600 { �8Y 0 1010 750 1540 800 970 710 3 1 /2 r + to ,r ra °o o i t » 6 e 1 Ja - a +1 1ITV F' a .`- 1T.Y ' a s' +�• e re s Svc§ f a, : N¢gq, y 10�21:4 1 bjo i2 Q tFi o raL ,. 4 1. Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2. Tabulated lateral design values (Z) are for "full diameter bolts (see Appendix L) with bending yield strength F of 45,000 psi. AMERICAN WOOD COUNCIL a}e ' jT;~9r a It iP Partnership, In SolVer Structural Partnership, Irjc�•• Consulting Structural Engineers • • • Design • Inspections • Investigation • Reports • of matovto • • + CG @Ct-., if �-t- 4Dc 661 IF 3o 0101 11C- * Project: Sheet No.: • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • • • • •• • • • • Date: • • •• • • •• • • • • • Rev.: W.tikA z 42.5 pF CAn Z-+ t-S) • 950 NW 22ND Avenue • Miami, Florida 33125 • Phone: (305) 643-8699 • Fax: (305) 643-8692 • • e-mail: info@solverstructural.com • ..��...r...... • Scope : Rev: 580000 User: KW-0605358, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Masonry Wall Design Page 1 •••• Description DESIGN OF MASONRY WALL • • • .• • • • • •.• • •• ••• General Information •..• Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load 11.50 ft 0.00 ft 8.0 in 6 40 in 3.810 in 661.000 #/ft 307.000 #/ft 0.000 in Seismic Factor CalcofEm=fm* Duration Factor Wall Wt Mult. @ Center Concentric Axial Load Dead Load Live Load Roof Load • • • Code Ref: ACI S340:411 0.3300 fm 1.500.0 psi 900.00 Fs 24,ODD .O.psi 1.000 SpecialInneciip11 •••••• 1.000 Grout @ Rebar Only Normal vr, Spck • Equivalent • • • Solid Thickness 0.000 #/ft 0.000 #/ft • • • • • • • •• • Wind Load ,d.?Od fh • • • • 42.500 psf • • ••• • • Design Values E n: Es/Em Wall Weight 1,350,000 psi 21.481 56.000 psf Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 fm (1-(h/140r)^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = 0.132 in2 2.521 in 358.350 in4 317.65 psi 495.00 psi 24,000.00 psi np 0.06202 j k 0.29559, 2 / kj 0.90147 7.50561 1 Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Axial Moment Load in-# lbs 0.0 968.0 0.0 661.0 0.0 661.0 0.0 1,290.0 8,430.9 983.0 3,666.0 983.0 Bending Stresses Axial Steel Masonry Compression psi psi psi 0.0 0.0 17.16 0.0 0.0 11.72 0.0 0.0 11.72 0.0 0.0 22.87 18,596.3 363.3 17.43 8,086.1 158.0 17.43 11.50ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #6 bars at 40.00ino.c. at center Max. Bending Compressive Stress Allowable 380.70 OK 495.00 OK Max. Axial Only Compressive Stress 22.87 psi Allowable 317.65 OK Max Steel Bending Stress 18,596.27 psi Allowable 24,000.00 OK Title : Dsgnr: Description : Job # Date: 2:07PM, 4 APR 17 ••• • 13 Scope: • • • • • •• • •••• • ••• • • • � • Rev: 580000 User: KW-0605358, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Masonry Wall Design N• • Description DESIGN OF MASONRY WALL • • • • • • • • •• •• •• • • • • . • • • Final Loads & Moments $ ' 8,4▪ 30 93 ▪ in-# Seismic Moment @ Mid Ht • • • • 3,b65.97 in-# •• • Wall Weight moment @ Mid Ht Dead Load Moment © Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht 322.00 Ibs 0.00 in-# 0.00 in-# 0.00 in-# 0.00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Wind Moment @ Mid Ht • Total Dead Load Total Live Load 10,880.81 in-# 17,915.67 Ibs ••• • 661.00 Ills 307.00 Ibs • • • } .<= , j° Partnership, In SolVer Structural Partnership, It3ce, Consulting Structural Engineers • Design • Inspections • Investigation • Reports • Si 10 Project: •••• • • •.•• • • ••• • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • •• •• •• • • • • • • • Sheet No.: • • • • Date: • ••• • • • • • Rev.: E_2JGD ;. (Abi). d 11d 4.4 �� 1, 2.04 1, (iTriy4ff x 031 if- 1.3D 14(' 1.33 4t> e/ 4zL 4-a411 Li/Lc • 950 NW 22ND Avenue • Miami, Florida 33125 • Phone: (305) 643-8699 • Fax: (305) 643-8692 . • e-mail: info@solverstructural.com • Title : Dsgnr: Description : Job # Date: 1:06PM, 4 APR 17 15 Scope : • • • • • •• • • • • ••• • • • • • • Rev: 580001 User: KW-0605358, Ver 5.8.0, 1-Dec-2003 L (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist • •• • Page 1 • structural members.ecw:C4i i j Description Design 3x10 wod rafters Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Desig of 3x10 3x10 in 2.500 in 9.250 ft 22.00 axed Southern ine, No.1 2 to 4 Fb - Basic Allow psi 1,050.0 Fv - Basi Elastic Modulus ksi 1,500.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No • • •••• • • • •• • • • • • • •• •• •• • •••••_ Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000e Beata allowables aie user defined.' • a • • • • • •• • • ••• • • • •• • • • • Center Span Data Span ft Dead Load #/ft Live Load #/ft 22.00 40.00 Results Ratio = 0.8799 Mmax @ Center in-k @ X = ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi 29.04 11.00 814.6 925.8 Bending OK 26.7 175.0 Shear OK Reactions @ Left End DL lbs LL Ibs Max. DL+LL lbs @ Right End DL lbs LL Ibs Max. DL+LL Ibs 0.00 440.00 440.00 0.00 440.00 • 440.00 Deflections Ratio OK Center DL Defl in UDefl Ratio Center LL Defl in UDefl Ratio Center Total Defl in Location ft UDefl Ratio 0.000 0.0 -0.852 309.7 -0.852 11.000 309.7 Notes Calculations are designed to 2001 NDS, 2003 IBC and 2003 NFPA 5000 Guidelines Section databases have been updated as of 1-Dec-2003 Allowable stress databases have been updated to 2001 NDS values on 1-Dec-2003 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu SolVer Structural Partnership, Inc..... Consulting Structural Engineers •• • Design • Inspections • Investigation • Reports • t e i 1ktiat 1 11162a Project: Sheet No.: Date: •••• . • •.•• • • ..• • . • . . • • • ••.• • • • •••. • •• . • • . • . •.• •• ••• . .,•••• • •• • • • . • • . • • • •• • • .• t• • • ... /� - Rev.: n� n xu �i�eAl. e �fi)ln(;K tAovit Cold ••eP 1.71 ir i 4 t'i-t4 ioo )4011 2p7, 11' 1= it , 66 u I09D C 41.6 tt? ' '(5z. Ci 3xto Z as 00 •e • • • 950 NW 22ND Avenue • Miami, Florida 33125 • Phone: (305) 643-8699 • Fax: (305) 643-8692 • • e-mail: info@solverstructural.com • • SolVer Structural Partnership, Inc• :-* • Consulting Structural Engineers • Design • Inspections • Investigation • Reports . • ..•. • • • • • • • •• • • : • • • .••• • • • • • • • • • • .• . • • . . • .•• •. ••• . . • • Project: . Sheet No.: • Date: •• Rev.:&Ai .4,,1 co\ colm,,g/ias A'L A weib tbukk, ±‘Ii&-kg,/k\Ag, tuo51 iar6ivt clIA kb \at NAL.. S.� Aid' ca�.td 'I' CV1 .4 or �e CO\ elmog • • bi‘ ATLI ettik (AA& =4.41sit- )( s w416'a11L �'(� A. \old', °coy SA, 140 2� Ss3Mkt WU flak�� Cc4M' .2�s • 2 VA CaltAirA Ab GA AID lat7 V4ttax 41441 • l 1 (ADA dwer) (3/4yn w>,L (5-Q2- MA-411 LA.,(1 ' �O�• V 6 +v = 14 32S' ` tEf4.3). wrw"Y1' 4141!b:0.16&AG Ae* talk 3d, • 950 NW 22ND Avenue • Miami, Florida 33125 • Phone: (305) 643-8699 • Fax: (305) 643-8692 • • e-mail: info@solverstructural.com • OWEL-TYPE FASTENERS::, •. • - • - J • - • • - • • • • Table 11G . BOLTS: Design Values (Z) for Double Shear Warps meridte j) Connections • • • • • • - • •••- for Sawn Lumber or SCL with 1/4" ASTM A36 steel side plate Thickness Main Member trn in. 1 1/2 1 3/4 2 1/2 3 1/2 5 1/4 5 1/2 • ••' • • - • r•• • • t L J J co co �. m a a u_L u_ 'u. z Lo o N o N co (0 it LL to '0 L o o a o V o o f o f o X o 0 II 0 0 g HOW II N I cn Z Zu Z1 Zu Z 4 D Zu Z1 Zu Z1 Zu Z.L. Zu Z1 Zu Zl. Zu Z1 Zu Z1 Zu 1 in. in. lbs. lbs. lbs. lbs. lbs. lbs.. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs 1/2 1410 730 1150 550 1050 470 1030 460 970 420 900 380 880 370 780 310 760 290 730 2 10 3 5/8 1760 810 1440 610 1310 0 1290 460 1320 450 11420 1100 410 70 370 1140 360 1100 3j 1/4 _3/4 2110 890 1730 660 15809560 1450 520 1350 0 1550 w a w o j� I d�' "im`" � w": gf������6�i���•Rtnc Fr'�o���sr�..',�"�'�'v� •• • •• 1/2 5/8 3/4 1/2 5/8 3/4 1/2 5/8 3/4 1640 850 2050 940 2460 1040 1870 1210 2740 1340 3520 1480 1870 1240 2740 1720 3800 2070 1350 640 1680 710 2020 770 2740 1720 3800 2290 1720 910 2400 1020 2880 4110 1230 550 1530 610 1840 680 1650 790 2190 880 2630 980 1720 1100 1650 1030 2510 142012410 1230 3480 1550 3340 1370 1200 530 1500 600 1800 660 1640 760 2150 860 2580 940 1640 1010 2390 1200 3320 1310 2390 1400 3320 1850 1130 490 1410 550 1690 600 1590 700 2010 780 2410 860 1590 970 2330 1090 3220 1210 1050 450 1310 490 1580 540 2330 1340 3220 1780 1510 3480 20e0 2410 1420 3340 18901.4 4 2510 1300 510 1620 580 1950 620 x�tTr°99;_'Ritsi f�ys E. 890 340 1110 380 1330 420 1270 490 1580 550 1900 600 1450 720 1430 680 2110 810 2090 770 2720 670 2660 840 2110 1170 2920 1360 850 3 1070 3 1280 4 1220 1520 1830 1410 6 2060 7, 2560 8 2090 1140 2060 11 2890 1260 2840 12 2090 1140 2890 1320 N N • • •• O. • c • •L() •(+) O II 0 Z 2060 11 2840 1: 1500 640 1880 700 2250 770 1540 890 2260 980 3120 1080 1030 430 1290 480 1540 530 2260 1280 3120 1690 •LLi • • • a) • c. • a • 1470 610 1840 690 2200 750 1530 860 2230 960 3080 1050 2230 1270 3090 1580 910 360 1130 400 1360 430 2230, 1270 3090 1650 Al 5/ts 2740 1720 2510.1510 2410 1420 2390 1400 2330 1340 2260 1280 2060 1, 3/4 3800 2290 3480'2000 3340 1890 3320 1850 3220 1780 3120 1690 • 7 1/2 1/4 , . re 6�" fie, 4' a F, Ya e, e • 47 a f; s-a3/4 3 �?0 e 0 314. 3800 2290 3480 2000 3340 1890 3320 1850 3220 1780 3120 1690 3090 1670 2920 1530 2890 1500 2840 1 4I/2 1/4 7/8 5060 2930 4630 2570 4440 2410 4410 2360 4280,2260 4150 2160 4110 2130 3880 1960 3840 1930 3770.1 1 6520 3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 2 11112 1/4 7/8 5060 2930 4630 2570 4440 2410 4410 2360 4280 2260 4150 2160 4110 2130 3880 1960 3840 1930 3770 1 1 6520 3640 5960 3180 5720 3000 5670 2940 5510 2840 5330 2700 5280 2660 4990 2440 4930 2400 4850 ; 13 1/2 114 1 6520 3640 5960 31805720 connections sOhall940 5510 2840 5330 be multiplied by all applicable ad700 j ustment stm26enOt facto02440 4930 rs 10.3.1). 0 4850 1. Tabulated lateral design values (Z) for bolted(see Table and a dowe 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Appendix L) with bending yield strength (Fro) P bearing strength (Fe) of 87,000 psi for ASTM A36 steel. 2230 1270 3090 1670 2110 1170 2920 1530 2090 1140 2890 1500 AMERICAN WOOD COUNCIL 4.3.5 Kwik Bolt 3 Expansion Anchor •• • • • • •• • Table 8 - Stainless Steel Kwik Bolt 3 Allowable Loads in Normal -Weight Concrete' Anchor Diameter in. (mm) 1/4 (6.4) Embedment Depth in. (mm) 1-1/8 (29) f'c = 2000 psi (13.8 MPa) Tension Ib (kN) 260 (1.2) Shear' Ib (kN) 595 (2.6) f 'c = 3000 psi (20.7 MPa) Tension Shear'. Ib (kN) Ib (kN) 320 (1.4) 2 (51) 540 (2.4) 3/8 (9.5) 1/2 (12.7) 5/8 (15.9) 3/4' 1 (25.4) 1-5/8 (41) 2-1/2 (64) 685 (3) 605 (2.7) 1285 (". ,85 3-1/2 (89) 2-1/4 (57) 3-1/2 (89) 1620 (7.2) 1015 (4.5) 1445 (6.4) 4-3/4 (121) 2-3/4 (70) 4 (102) '" 5-1%2 (140) 3-1/4 (83) 4-3/4 (1-21.) 1990 (8.9) 1650 (7.3) 2455 (10.9) 3480 (15.5) 8 (203) 4-1/2 (114) 6 (152) 1550 (6.9) 2510 (11.2) 2930 (13.0y-- 3120 (13.9) • 675 4400 (19.6) 9 (229) 5600 (24.9) (3.0) • 880 (39}_ 1655' (7.4) 1875 (8,3) 3170' • (14.1) 2875 (12.8) 4870' (21.7) 3945 (17.5) 5535 (24.6) 6080 (27.0) 7470 • (33.2) 625 (2.8) 750 (3.3) 670 (3.0). 1430 (6.4): -. 1755 (7.8) . 1230_ (5.5) 1975 (8.8) 2250 (10.0) 1755 (78) 2900 (12:9)..._ 3885 (17.3); . 1950' (8.7) (14.5) 3735 (16.6) 3870 (17.2) 6400 • (28.5) 8000 (35.6) Intermediate toad values for other concrete strengths and embedments can be calculated by linear interpolation. . Unless otherwise noted, values shown are valid for the shear plane acting through either the anchor body or the anchor threads. Values shown are for a shear plane through the anchor body. When the shear plane is acting through the anchor threads, reduce the shear value by 5%. 4 Values shown are for a shear plane thr0gh the anchor body. When the shear plane is acting through the an hor threads, reduce the shear value by 15%. . 675 • (3.0) .r 53 (7.4). 31703' (14.1) 3485 (15.5) 4870' (21.7) 4260 (2 6770 (30.1) 7470 • (33.2) • •.•I••• •. • • • • • ••• •• • •• • • ••••,•• � • • f'c = 4000 psi (27.6 VW •f'c = 6 ini:4.1.4 MPa) Shear Tension Shear' Ib !N. ••: Ib (ke• •lb (kN) .71§••• (42) • Tension Ib (kN) 380 (1.7) 705 (3.1) 810 (3.6) 730 (3.2) 1575 (7.0) 1885 (8.4) 1450 (6:4) 2510 (11.2) 1860 (8.3) 3340 (14.9) 4290 (19.1) 2350 "(10.5) , 3870 (17.2) 4530 (20.2) 4610 (20:5) 7200 (32.0) 9390 (41.8) • • • • 80i•• • (3.6) 1345 (6.0) 1870` (8.3) 2380 (10.6) 3580' (15.9) 4095 (18.2) 4870' (21:7) 45 () 7420 (33.0) SHEAR THROUGH THE BOLT BODY 470 (2.1� • •••••• 805 • • 910.•• •(3.6) • (4.0) • 950 (4.2) 1940 (8.6) 2035 (9.1) 1620 (7.2) 2655 (11.8) 2985 (13.3) 2'15 (10.4) 4395 (19.5) 6260 (27.8) 2610 (11.6) (20.8) 5120 (22.8) 4800 (21.4) •• • 7330 (32.6) r 9390 (41.8) 1690 (7.5) 1870` (8.3) 2740 (12.2) 3580` (15.9) 4870' (21.7) 5645 (25.1) 7470 (33.2) • • •'I' • • SHEAR THROUGH THETHR(Al) -363-4458 I www.hifti.ca I Product 7u8Mt1 •. 338 Hilti, Inc. (US) 1-800-879-8000 I w.ww.us:hilti.com I an espanol 1-800-879-5000 I Hilti (Canada) Corp. 1-8 Adjustment Factor 3/4 in.. 10-1/4 Mechenical Anchoring Systems KwikBolt Influence.of Edge Distance and . 3 Expa jo y Anchor S�har�.�3.5 Load Adjustment Factors for 5/8 In. Diameter Anchors on Anchor Performance • • • = 5 ® 1o.s8 o.ss 11111111111111 -o.s8QM l o.ss 1111111111111111111111111111111111111111111111 Load Adjustment Factorsfor 3/4 in: Diameter Anchors 3-1/4 3-1/4 1 Embedment de th P shown reflects embedment for carbon steel anchor, deep embedment depth for stainless Steel anchor is 81nch. • Note: Tables apply for listed embedment depths. Reduction factors for other embedment depths must be. . calculated using equations below. hrx = hnom fqk'= dh=+ 2. 3.75 perpendicular towarg,rfJge = c 3h,,,r, Parallel to edge fgv2 dh 3.75 perpendicular away from edge dh �,+5.82 8.82 Note: Edge distance and anchor spacing for all light- weight and sand -lightweight concrete are obtained.by dividing the normal -weight dimensions by 0.75 and 0.85, respectively. he, (U8)1-e00.e79-8000 I www us hdti.com I en esparto! 1-800-879-5000 I Hilt (Canada) r , • • • Influence of Edge Distance and Anchor Spacing on Anchor Performance Load Adjustment Factors for 1/4 in. DiameterAnchors e Distance Adjustment Factor 1/4 in. Embedment De th, in. 1-1/8 1-11/16 1-3/4 2 2 -1/4 2-1/2 3 3-3/8 3-1/2 4 4-1/2 4-3/4 sparing Tension /arr Edge Distance Tension, /r Spacing Shear /AV ®®®-�® 0.60 s 0.80 ". %_ 0.90 0.75 0.78 0.85 0.99 0.60 0.64 0.68 0.95 1.00 0.80 0.83 0.87 0.94 0.94 0.96 0.98 1.00 0.90 0.91 0.92 z 1-1/8 0.59 0.67 0.74 II to edge 4,2 Shear l away from edge f,„ 0.60 0.61 0.67 0.73 0.83 0.84 0.86 0.89 0.79 0.91 - 0.82 _�- 0.94 0.89 0.96 - 0.98 0.96 1.00 1.00 1.00 -0.84-1.00-0.96--- 1111111 0.92 11111111111111 0.98. --- - 1.00 --- 1.00 --- _-----1111-- 1.00 0.76 Load Adjustment Factors for 3/8 in. Diameter Anchors Adjustment Factor 3/8 in. Spacing Tension /,w 1-5/8 2 2-1/4 2-1/2 3 3-1/4 3-1/2 3-3/4 4 4-1/2 5 5-5/8 5-3/4 0.60 0.67 0.72 0.77 0.87 0.92 0.97 1.00 0.60 0.66 0.70 0.73 0.76 0.79 0.86 0.92 1.00 Edge Distance Tension, /F Seating Shear 0.80 0.86 0.90 0.94 1.00 i Ell an NMI all 1111111111111 111111111111 0.80 0.85 0.90 0.92 0.93 0.94. 0.88 0.91 0.93 0.96 1.00 0.97 0.98 0.99 1.00 0.90 0.92 0.92 0.93 0.94 0.95 0.96 0.98 1.00 e Distance Shea NON 0.51 0.62 0.67 0.72 0.77 0.82 0.92 1.00 0.61 0.69 0.77 0.83 0.87 0.82. 0.86 0.94 1.00 Load Ad'ustrnent Factors for 1/2 in. Diameter Anchors 0.8 0.90 0.92 0.94 0.97 1.00 •• • • • • • • • • •• • Standard Anchor Enjb dj e,V s (in.) • hmin •••iI 1-118 • 1/4 h,vxn • • • t •hdeer2. • • 3• • hmin•• •1 1-5/8'• • 3/8 h • •.1 • 2-1/2 hdel time ••• 3-1�3 • • • 1/2 I h 2-114.• 3-1/2 •• • hdeep 4-3/4 Note: Tables apply for fisted embedment depths. Reduction factors for other embedment depths must be calculated using equations below. Spacing - Tension hm4's h�,ysh„am /µ = 3.13 h,a z h1em /µ=s/hem+0.88 3.13 Edge Distance -Tension hmy,s h,dsh bm rite +2. rArr = '" 3.75 h,� x hnom . dh +2 fFti_an 3.75 ' Spacing - Shear hmns hwtsh,gm s/ha fav = + 10.25 12.5 had x h,bm f� _ s/h„om + 10.25 12.5 Edge Distance - Shear temp, perpendicular toward edge c frnn = 3hmt„ parallel to edge law = 0.75 3.75 perpendicular away from edge rite + 5.82 / = mh 8.82 Note: Edge distance and anchor spacing for all light- weight and sand -lightweight concrete are obtained by dividing the normal -weight dimensions by 0.75 and 0.85, respectively. 346 . Hilti, (US) 1-800-879-8000 I wtvw.us.hilti.com 1 en espanol1-800-879-5000 I Hilti (Canada)aa)Corp. 1_ 800.363-4458.1w ww.hilti.ca 1 Ptlfdug( •• • • • • • •• • • • • . • •. • • • • • •• • • • • • • • • • • • • • • • • • • MECAWind Version 2.1.0.7 per ASCE`'7=10 Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaentg iirises.corn••.• Date : 5/1/2017 Company Name : SOLVER Address : 950 NW 22 AVE City : MIAMI State : FL Proj Location File Location: C:\Solver Projects\Linchenat\SLC-17-2780\HIPPED.wnd Directional Procedure All pressures shown are Basic Wind Speed(V) _ Structural Category Natural Frequency = Importance Factor = Damping Ratio Alpha At Am Cc Epsilon Slope of Roof (beta) Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = • • Project No. Designed By : ALB •• •• Description : SH-2768 Customer Name : SH • • • : BROWARD C&JNTY • • • • • • •• • • • • •• • • • • • •• • • • • • • •• • • • •• • ••• • • Simplified Diaphragrm Building (Ch 27 PAa 2) based upon ASD Design, with a Load Factor of .6 175.00 mph II N/A 1.00 0.01 9.50 0.11 0.15 0.20 0.20 0.92 : 12 13.00 ft 14.50 ft 2.00 ft Exposure Category Flexible Structure = Kd Directional Factor = Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Roof Area C No 0.85 = 900.00 ft - 1.00 • 0.65 = 500.00 ft • 15.00 ft • 4.40 Deg = Monoslope • 11.50 ft = 2151.00 ft^ 55.00 ft Bldg Width Across Ridge= 37.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5' = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 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 Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z))^0.5 ft ft - 4.29 - 1.00 - 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 37 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .59 * ph = pl: Leeward wall pressure acting uniformly outward = .33 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = pw0: Windward wall pressure acting uniformly outward = p0-pl = 1.49 36.26 psf 36.26 psf 21.34 psf 11.84 psf 24.42 psf 24.42 psf • MWFRS-Wall Pressures for Wind Normal to 55 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) . . • . • •. • • • • �.•0 •..•.r • • .. • .= ps: Side wall pressure acting uniformly outward = .54 * 14-1 • pl: Leeward wall pressure acting uniformly outward = .38 , p4= pwh: Windward wall pressure acting uniformly outward = ph 'W,• pw0: Windward wall pressure acting uniformly outward = p0-pl = She Rg,27.6-2 for Parapet wind sures Wall Pressures See Table 276-1 Elevation Roof Pressures. See Table 27.6-2 Wind Plan} Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor Zone 1 2 3 4 5 Load Casel Load Case2 psf psf .00 .00 -36.05 -32.18 -26.37 .00 .00 .00 .00 .00 • • • • ••.• • ••• • • • • • • � • • V • • • • • 3 ..7.0 psf 3,a.'7•d p s f 0 psf �•4�l3� ps f. .2...99 psf 23 psf 1.000 Note: A value of '0' indicates that the zone/load case is not applicable. • •• • • • • • • Load Case 1: Povhl: Overhang Povh3: Overhang Load Case 2: Povhl: Overhang Povh3: Overhang Wind Mono slope Roof Roof Overhang Loads (Figure 27.6-3): pressure for pressure for zone 1 zone 3 pressure for zone 1 pressure for zone 3 • • • • • •• • • • U.5b . • •••• • •.• • • • •. • . 1.941• •• • • • • • • • •• • • •• • • • •• ••• • ••• • • • aSn . • .00 psf -27.03 psf • • • • . • • • .00 psf .00 psf • • • • • •• • • MECAWind Version 2.1.0.7 ASCE 7"1.•0• Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaente�ri�es.cc••• • ..•• Date : 5/1/2017 Project No. . • Company Name : SOLVER Designed By : ALB • • •• • Address : 950 NW 22 AVE Description : SH-2768 •• •• •••••• City : MIAMI Customer Name : SH State : FL Proj Location : BROWARD COUNTY • • File Location: C:\Solver Projects\Linchenat\SLC-17-2780\HIPPED.wnd • • • • oattioia • • • 4a • • • • • •• • • • ••• • • • • • •• • • • • • • • • • • ••• • • • L 1 a 2 r Ii 2a ,� 1 . 2 li 2a Monos[ope Roof 3 < 8 <=I Wind Pressure on Components and Cladding (Ch 30 Part. 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.7 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf UPLIFT ON STEEL 18.00 15.00 270.0 1 0.20 -1.10 16.00 -47.24