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RC-18-984PR ` 05 A �a z ? y �.. 5r . • i;_ if'XXr,��NY1) i.r s.,.t �'+,� e y ;�,N7'a. ;t!•�.5 r°. 'Ra..• ..actE h- w'�rf.I J+.v✓. � .� ly Ir�Y�t,• `�at��l �w.%•+�ug...✓hr °" ' r+•J�•f ,` raP�1.y �, ., ' `:,o- hf S m�11 ^y y e �� :C .. �,;.:.., --,.. - i ! • :,:; �....:.,,:. s ." i +6��`, it ..,. �n i r, a ,.�' „-0 • ,4G y .M�tr•. .,r SSr Sr�- ,.�, ftf# ,.^q `. ng4';;i.4�i y � a,n � #ale ti •. 7''tr�1� .. 4+c �;-� "4;n^XS: �yr +r[v}. ' a?'S�" }�'� : a ei�'id4' � �ti' y.: '7b ritt��¢;#+p ;.r.� „a, 4rd�w '� ''.. #. r.: ,�•i y�µM F ,X+ti_ ; _�9'..*-n,,..''•$r •!=;tli�t'�•, _ ��%. •j. -}y`' .r 1'•' rkrl-e" y.;.-'+ r r9!`-t�a "7i.� .'*�:i "' ?'�; sa.L-' � "+? �. �}a cz ..i— .�¢�%" ;� _a..„iry'.C]r4r.`�'T` •�, ..a �f :,{ >~ � -.Y�S 1 yet .� .ck ��.bi.'� r� *'�.. �.`��f �i�� t �.:'r't�'p ';.:... a:4 g. r r•; "_ -e.r+.k"*-*� .'s �� ,.,� �� .,""r+c1a+5 r.r ,xy.j. *rr' `F¢ ,+ a•,2' ,:•may �- ��': .� �-r', i`5`Sc:6.�� - �.=r:+yR tr��.;.F*'� .,:. .,.....4.yr r'w S -.!h, '�•.�µ.. µ� !,btRI �T:}} ,(A �y•1�1a. .�. Certificate of Completion y _ r � x Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138�fY I ' Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: ADDITION TO SINGLE FAMILY HOME a ' = Permit Type Building (Residential) Bldg. Permit No. RC-4-18-984 I Owner TREVOR & KRYSTLE D HAGUE Contractor HOME OWNER ? }y ';r' IL ;'x rt�li Subdivision/Project Date Issued 04/15/2020 r= Construction Type V-B Occupancy Single Family �� Type + r� kv Square Footage 1,393.00� t t 9 . 9 Flood Zone X {qy� Y ky r Location �-� If the building is located in a special flood hazard area documentation of the as -built lowest floor ' 299 NE 99 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 331382434 Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the Y .; SNORES time of issuance this structure was in compliance with,the various ordinances of the jurisdiction z` < regulating building construction or use. ,• x Building Officials Approval Ismael Naranjo, CBO 4rPv rk� �yd FEOil`!D Not Transferable POST IN A CONSPICUOUS PLACE 5 } �r� r :^. Y►°�a �� y �'rC wpr 'itti`�3. �. , ., :'� ''..*+, :� ` 'LS :4 . ��• sC °" �,�„ ,� Y �i`'" ;:<. rh ad"'►x ",1" _ #�" }._� �Iil= 7 y�r� r' 3�?r ! � #." .. �i� � -.'' �' �r a"4".f �?:.a '7� � a4-.:. 1 °e� �� y •'A.'4;" � �. �`.r. H'.� � � .�f� . :"}:.'I-y. .r'yye� ti�.•� n,�,'. .::.�t�",e -'"�2.��• „s �i- i3..,r� �f'l��r k. .:. .s..t �1C, 9� k :#•T '' a... + D i,^ s T..a t' ;� �,-�;:'.ti>,w erMfi�.+v; Srrr i;N�.'„1i a7,Od iYi!!�,'",h �klJ,i' .°r +4" r=d. 'l.,,y}rk •'�-r'�+�'4+.'fs-7.11#.dd �; ,4 ��ss Sya.*i. �h". • r� ,ili 7?r .}yi.it� r ,7. ..1 Lu. ''.n � fs }: _' .\.'7 •t._ .� r, tt{,,. �'f•.'c,s fF ;+�'. ,1- ka.,,- � �i^rr': .,a.'R'1. Via'. t w �. Z't;,A'v •=ir i.:i"i.:., r'' � t1". 4. '17riM 'i 'x av', i, ,..:Pn� ;t si a +,kd - a:iN' ',R�f1 :f ., 1,5.,,, �„ :?ry .y %5 1 fah f" .. a. k;•,q'ac ,. aSg _rttu•.,. • e aerr, +' ,� ss ,a8 t� rr r � � .. w � � �, r' js v, s � M' �� +' ,� ' t �' �sy� r a A '�� 1--CY'.i Q4� 4. 81,p6 d1+lY V •' i 1 V iFiPx �,'"Yta f"� # y.. y, . / ( �' /•1 ail �+ ,��aast+d,�t 4'.i,�E+tr4,,:, dT.Ax9.. ...+,.h N45t'G,�.:� �f.2Y 'hn: '<i'.Y.yLy`•v '�\r7Ai�+ c- ;,^Ya Fxa ,r„CP:.-:..t+ ".yik4frirA�AEt nC�[�51Wi# �t.};1�.�d0.1{fd`Oj�y,.�y. tN`J.'�+'1tY{irrti. t•�s 4..4'ir'41r. Y t tf �Z r{ Ha:� - ��n�'�:.* .x, :�«Y�.-.�,vr.•.-.>''+ ''a. `�`'{i.� n�..r�:.�ce.r. +,SY.iYar• ..-,,� y •�.. ^..v .. ,�c.:k., �iAv..^aw_�C.�3�'�'`-=�°i- .�y�. v.�.'Y.;�'ti,_aa'ffi.tw,r'•✓ .* ., �,�� .,. LOT 3 BLOCK 33 FOUND 1" _ IRON Pl ' 90°30'' CURVE TABLE LENGTH I RADIUS I DELTA C1 .0 RECEIVED A 2020 BY: 0 0 LOT 2 I BLOCK 33 SURVEY NOTES 73PAAITDRIVE CROSSES THE PROPERTY LINE ON SOUTHERLY SIDE OF LOT. THERE ARE FENCES NEAR THE BOUNDARY OF THE PROPERTY AND CROSS THE PROPERTY LINE ON WESTERLY SIDE OF LOT. FOUND 1/� IRON ROD BLOCK 350.00' NO/D. CORNER er (p) A/ Ln BOUNDARY SURVEY LOT 2 LOT I BLOCK 33 BLOCK 33 103.07' 15' ALLEY m M 8.9' A/C N COVER TILE L TILE 6.0' IN LOT 22 BLOCK 33 89°3317" (M) I POOL CONC.POOL DECK TILE 46.6' A/C 18.9' LOT 23 BLOCK 33 BUILDING o z # 299 0 6.0' 19.0' ?" '� COVERED 22.5' r 12.T � TILE 15.1' 9.6' 0' S CONC. DRIVE CONC. I WALK (50.00') 78.38' FOUND P-K 24.81 NAIL/DISC SET 1/2" ASPHALT IRON ROD DRIVE LB #7893 N.E. 99th STREET 75' RlW (IMPROVED) • • • f ' SET 1/2" IRON ROD LB #7893 30.0' (48'1— FOUND P-K NAIL/DISC SET 1/2" IRON ROD LB #7893 N BLOCK CORNER FOUND 1/2" IRON PIPE W _ J � U N �r� r � No. \m\ SURVEYORS CERTIFICATE TARGET HEREBY CERTIFY THAT THIS BOUNDARY SURVEY IS A TRUE AND CORRECT REPRESENTATION OF A CT M TTt% NG,, LLC SURVEY PREPARED UNDER MY DIRECTION. UIJl\v ri j jlr a` NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC LB #7893 STATE OF SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL, e a OR A RAISED EMBOSSED SEAL AND SIGNATURE. ° SERVING FLORIDA R1'E Kenneth J•Digitally sign dby Kenneth J.me 62MILITARY TRAIL, SUITE 102 Osborne Date: 2020.04.00.04.08 WEST T PALM BEACH, FL 33407 PHONE (561)640-4800 (SIGNED) 15:11:34 04'00' STATEWIDE PHONE (800) 226-4807 KENNETH OOSB0 NE PROFESSIONAL L TpAYI:c STATEWIDE FACSIMILE (800)741-0576 SURVEYOR AND MAPPER#6415 Iac .1 WEBSITE: http://targetsurveying.net Village 3Y I AT 1 . „OB.1I'I 1ANCE WITH ALL FEDERAL J (1UL S AND RFGU(_ATIONS CID ! • • • LEGAL DESCRIPTION AND CERTIFICATION Lots and 247,•Irloc;13, MIAJI SHOkES SECTON NO. 1, according to the Plat thereof, as recorded in Plat Book 10, Page 70, of the Public Records of M1AMI-DADRounty, Florida. Community Number 120635 Panel: 0302 Suffix: L Flood Zone: X Field Work: 4/7/2020 Certified To: TREVOR D. HAGUE AND KRYSTALE M. HAGUE; CRYSTAL SETTLEMENT AGENCY, LLC Property Address: 299 NE 99TH STREET MIAMI, FL 33138 Survey Number: 411228 Client File Number: CSA-20257 ABBREVIATION DESCRIPTION: A.E. ANCHOR EASEMENT A/C AIR CONORIONER B.M. BENCH MARK B.R. BEARING REFERENCE (C) CALCULATED a CENTRAL / DELTA ANGLE CH CHORD (D) DEED I DESCRIPTION D.E. DRAINAGE EASEMENT D.H. DRILL HOLE D/W DRIVEWAY E.O.W. EDGE OF WATER F.C.M. FOUND CONCRETE MONUMENT F.F. EL. FINISH FLOOR ELEVATION F.I.P. FOUND IRON PIPE F.I.R. FOUND IRON ROD F.P.K. FOUND PARKER-KALON NAIL (L) LENGTH L.A.E. LIMITED ACCESS EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT (M) MEASURED I FIELD VERIFIED M.H. MANHOLE N&D NAIL & DISK N.R. NOT RADIAL N.T.S. NOT TO SCALE O.H.L. OVERHEAD UTILITY LINES SYMBOL DESCRIPTIONS: O.R.B. OFFICIAL RECORDS BOOK (P) PLAT P.B. PLAT BOOK 0 ■ CATCH BASIN —v-■ MISC. FENCE P.C. P.C.C. POINT OF CURVATURE POINT OF COMPOUND CURVE (i ■ CENTERLINE ROAD `C. 0 ■ PROPERTY CORNER P.O.B. POINT OF BEGINNING ®■ COVERED AREA u � OI 'B' ■ UTILITY BOX P.O.C. POINT OF COMMENCEMENT P P.R.C. POINT OF REVERSE CURVE + 1iXX ■ EXISTING ELEVATION c7U ■ UTILITY POLE P.T. RIW POINT OF TANGENCY RIGHT-OF-WAY . HYDRANT 1 er ®wM ■ WATER METER (R) RADIAL I RADIUS QS . MANHOLE ■ WELL S.I.R. SET IRON ROD T.O.B. TOP OF BANK — -- ■ METAL FENCE -- — = WOOD FENCE PAGE 1 OF 2 PAGES (NOT COMPLETE WITHOUT PAGE 2) GENERAL NOTES: i LEGAL DESCRIPTION PROVIDED BY OTHERS 2� THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS OR OTHER RECORDED ENCUMBRANCES NOT SHOWN ON THE PLAT. 3) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 4) WALL TIES ARE TO THE FACE OF THE WALL AND ARE NOT TO BE USED TO RECONSTRUCT BOUNDARY LINES, 5) ONLY VISIBLE ENCROACHMENTS LOCATED. 6) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. 7 FENCE OWNERSHIP NOT DETERMINED. 8) ELEVATIONS INDICATED HEREON ARE IN FEET AND DECIMALS REFRENCED TO N.G.V.D. 1929 9) IN SOME INSTANCES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED TO MORE CLEARLY ILLUSTRATE RELATIONSHIPS BETWEEN PHYSICAL IMPROVEMENTS AND/OR LOT LINES. IN ALL CASES, DIMENSIONS SHALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POSITIONS. SURVEYING, LLC LB #7893 SERVING FLORIDA 6250 N. MILITARY TRAIL, SUITE 102 WEST PALM BEACH, FL 33407 PHONE (561)640.4800 STATEWIDE PHONE (800) 2264W7 STATEWIDE FACSIMILE (800) 741-0576 WEBSITE: http://targetsurveAng.net • i _- FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Hague Residence Addition Builder Name: Street: 299 NE 99th Street Permit Office: City, State, Zip: Miami Shores, FL, 33138 Permit Number: pwner: Jurisdiction: Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Addition 9. Wall Types (1156.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1156.70 ft' b. N/A R= ft' 3. Number of units, if multiple family 1 c. N/A R= ftz 4. Number of Bedrooms (Bedrms In Addition) 1(1) d. N/A R= ftz 5. Is this a worst case? No 10. Ceiling Types (1034.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1034.00 ft' 6. Conditioned floor area abovegrade (ft') 1034 b. N/A R= ftZ Conditioned floor area belowgrade (ft� 0 c. N/A R= ftZ 11. Ducts R ftZ 7. Windows(345.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AHU1 8 85 a. U-Factor: Sgl, U=1.01 345.00ft2 SHGC: SHGC=0.35 b. U-Factor: N/A ft. 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 29.2 SfI�K-115r50 c. U-Factor: N/A ftZ • • • SHGC: 13. Heating systems • • • Jiluft • i ienc • • COP:1.00 d. U-Factor: N/A ft2 a. Electric Strip Heat 16.3 SHGC: • • • • ••. Area Weighted Average Overhang Depth: 7.348 ft. • • • • • : • • • : • • Area Weighted Average SHGC: 0.350 14. Hot waters stems - Su • • • • y pplementalfor "Ribn a. Electric Tankless • • : • • : Cal? gallons • • • 8. Floor Types (1034.0 sqft.) Insulation Area • EF.•0.990 • • • a. Slab -On -Grade Edge Insulation R=0.1 1034.00 ft2 9 b. Conservationfeatures • b. N/A R= ft, None ; • ; . • • • • c. N/A R= ft2 15. Credits 0 • : _CV 4tai • • • • Total Proposed Modified Loads: 46.53 �Ags"'-*o Glass/Floor Area: 0.334 Total Baseline Loads: 47.96 I hereby certify that the plans and specifications covered by Review of the plans and thi's calculation are in compliance with the Florida Energy specifications covered by this y = O Code. calculation indicates compliance �,,,��'' ;';-��,.•'�'s, with the Florida Energy Code.�O PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. C'Op WIE OWNER/ E T: " BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 4.00 ACH50 (R402.4.1.2). 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Hague Residence Addition Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 1034 Lot# Owner Name: Total Stories: 1 Block/Subdivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 299 NE 99th Street Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: Whole House Fan: City, State, Zip: Miami Shores, t: amilyType: Single-family FL, 33138 New/Existing: Addition Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 1034 10340 SPACES '....' ... Number Name Area Volume Kitchen Occupants Bedrooms InfilID •.Fjgggpd • Qq�ed H 1 AHU1 1034 10340 No 2 • 1 1 ''lies ' Yes Y,4Z.. FLOORS •••• ••; # Floor Type Space Perimeter R-Value • Area • • • • Tile Wood Carpet • • 1 Slab -On -Grade Edge Insulation AHU1 144 ft 0.1 1034 ft' ____ ; • • ; • ; 0 8 1 ROOF • • • . • . ' V Roof Gable Roof Solar SA Emitt Emitt •' D2ck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Flat tile/slate 1120 ftZ 216 ftZ Medium 0.75 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1034 ft' N N CEILING 71- # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) AHU1 30 Blown 1034 ft' 0.11 Wood 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Belo SpaceArea R_Va RAI-Alle w 1 N Exterior Concrete Block - Intlnsul AHU1 4.1 29 8 10 296.7ft2 0 0.3 0 2 E Exterior Concrete Block - Int Insul AHU1 4.1 12 0 10 120.0 ft2 0 0.3 0 3 S Exterior Concrete Block - Int Insul AHU1 4.1 29 0 10 290.0 ft' 0 0.3 0 4 W Exterior Concrete Block - Int Insul AHU1 4.1 45 0 10 450.0 ft2 0 0.3 0 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) Yes 1.01 0.35 Y 102.0 ft2 15 ft 0 in 1 ft 0 in Drapes/blinds None 2 N 1 Metal Single (Clear) Yes 1.01 0.35 Y 45.0 ft2 15 ft 0 in 2 ft 0 in Drapes/blinds None 3 E 2 Metal Single (Clear) Yes 1.01 0.35 Y 24.0 ft2 1 ft 8 in 1 ft 0 in Drapes/blinds None 4 E 2 Metal Single (Clear) Yes 1.01 0.35 Y 40.0 ft2 1 ft 8 in 2 It 0 in Drapes/blinds None 5 S 3 Metal Single (Clear) Yes 1.01 0.35 Y 48.0 ft2 1 It 8 in 1 ft 0 in Drapes/blinds None 6 S 3 Metal Single (Clear) Yes 1.01 0.35 Y 48.0 ft2 1 ft 8 in 1 ft 0 in Drapes/blinds None 7 W 4 Metal Single (Clear) Yes 1.01 0.35 Y 8.0 ft2 1 It 8 in 2 ft 0 in Drapes/blinds None 8 W 4 Metal Single (Clear) Yes 1.01 0.35 Y 30.0 ft' 1 ft 8 in 2 It 0 in Drapes/blinds None INFILTRATION 20*000 •••• ••• # Scope Method SLA CFM 50 ELA EgLA ACH • 0A014 60 • • 1 Wholehouse Proposed ACH(50) .000254 689.3 37.84 71.17 .1754 • 4 • • • • • • • HEATING SYSTEM00 • JDucts• # System Type Subtype Efficiency Capacity :":•: Block Electric Strip Heat/Supplement None COP:1 16.3 kBtu/hr . •.••1 . COOLING SYSTEM ' # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/Supplementalfor a Split SEER: 16.5 29.2 kBtu/hr 876 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless AHU1 0.99 1 gal 40gal 120deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# CollectorModel* Area Volume FEF None None ft2 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FnRM R40c;_9 117 DUCTS -- Supply --- -- Return --- Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 8 85 ftz Attic 20 ft' Default Leakage AHU1 (Default) c(Default) c 1 1 TEMPERATURES ProgramableThermostat: Y Ceiling Fans: 600ling Jan Mar r Jun Aug Sep ov Dee Venting Jan �j JXJ �C� Jul rl rl ri �Xj 0 Nov Xj Feb XMar Apr May lX� Jun Jul Aug Sep Oct Nov Dee Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 .. • •.•. . . • .•...• • • ••.•.• • • . • • • • .••.•. .00 .. . .. . • • . • 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 Building Input Summary Report PROJECT Title: Hague Residence Addition Address type: S Building Type: User Bedrooms: 1 Lot #: Owner: Conditioned Area: 1034 Block/SubDivision: Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street 299 NE 99th Street Permit Office: Rotate Angle: 0 County: Miami -Dade Jurisdiction: Cross Ventilation: City, State, Zip: Miami Shores, Family Type: Single-family Whole House Fan: FL, 33138 New/Existing: Addition Terrain: Urban Year Construct: 2018 Shielding: Urban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Low UTILITY Fuel Unit Utility Name Monthly Fixed Cost • *$7Jnit• Electricity kWh Florida Average 0.00 • Q.i�" Natural Gas Therm Florida Average 0.00 "';" "1.92 ' • • Fuel Oil Gallon Florida Default 0.00 • • • • • • 1.40 • Propane Gallon Florida Default 0.00 • • • • • 1.40 : • SURROUNDINGS •••••• •• ••� ----------Shade Trees---------- ---aAa"loBuildings---r---- Ornt Type Height Width Distance Exist Height ; ' �Vidth • •Distance.. N None Oft Oft Oft Oft "..' ; Oft �• • Oft ;•' NE None Oft Oft Oft Oft Oft •�•••• Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft 0ft MW None Oft Oft Oft Oft Oft Oft BLOCKS Number Name Area Volume 1 Blockl 1034 10340 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 AHU1 1034 10340 No 2 1 Yes Yes Yes FLOORS (Total Exposed Area = 1034 sq.ft.) # Floor Type Space Exposed Perim Perimeter R-Value Area Joist R-Value Tile Wood Carpet 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 1 Building Input Summary Report FLOORS(Continued) # Floor Type Space Exposed Perim Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Ins AHU1 144 0.1 1034 ft -- 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Flat tile/slate 1120 ft2 216 ft2 Medium 0.75 No 0.9 No 0 22.6 ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1034 ft2 N N CEILING (Total Exposed Area = 1034 sq.ft.) # Ceiling Type Space R-Value Ins. Type Area Framing FtactiorL 'rry�ssType ... 1 UnderAttic(Vented) AHU1 30.0 Blown • 1034.0111:2 0.11,,,,,, ,,;lyood • WALLS (Total Exposed•Afea = 11 57 sq.ft.) Adjacent Cavity Width Height Sheq{lypg„Framir� Solar Belo: # Ornt To Wall Type 1 N Exterior Conc. Blk - Int Ins AHU1 4.1 29.0 8 •••••• - 10.0 0 296.7ft2 • 0 9.3 0 °4o. 2 E Exterior Conc. Blk - Int Ins AHU1 4.1 12.0 0 . 10.0 0 120.Oft2 O • • • 0:8 0 % 3 S Exterior Conc. Blk- Int Ins AHU1 4.1 29.0 0 10.0 0 290.Oft2 Cr 0.3 OZ.. 4 - W Exterior Conc. Blk - Int Ins AHU1 4.1 45.0 0 10.0 0 450.Oft2 ' • ' 4 • • , 0,� 01. WINDOWS (Total Exposed Area = 345 sq.ft.) Wall ----Overhang---- # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single (Clear) Yes 1.01 0.35 Y N 102.Oft2 15.0 ft 0 in 1.0 ft 0 in Drapes/blinds None 2 N 1 Metal Single (Clear) Yes 1.01 0.35 Y N 45.0111:2 15.0 It 0 in 2.0 ft 0 in Drapes/blinds None 3 E 2 Metal Single (Clear) Yes 1.01 0.35 Y N 24.Oft2 1.0 It 8 in 1.0 ft 0 in Drapes/blinds None 4 E 2 Metal Single (Clear) Yes 1.01 0.35 Y N 40.0 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None 5 S 3 Metal Single (Clear) Yes 1.01 0.35 Y N 48.0ft2 1.0 ft 8 in 1.0 ft 0 in Drapes/blinds None 6 S 3 Metal Single (Clear) Yes 1.01 0.35 Y N 48.0ft2 1.0 It 8 in 1.0 ft 0 in Drapes/blinds None 7 W 4 Metal Single (Clear) Yes 1.01 0.35 Y N 8.Oft2 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None 8 W 4 Metal Single (Clear) Yes 1.01 0.35 Y N 30.Oft2 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM50 ELA EgLA ACH ACH50 Space(s) 1 Wholehouse Proposed ACH(50) 0.00025 689 37.84 71.17 0.1754 4.0 All 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 2 Building Input Summary Report MASS # Mass Type Area Thickness Furniture Fraction Space 1 No Added Mass 0 ft2 O ft 0.30 AHU1 • HEATING SYSTEM # System Type(Fl. Addition Subtype AHRI # Efficiency Capacity ---Geothermal HeatPump--- Ducts Block kBtu/hr Entry Power Volt Current 1 Electric Strip HeaYSupplementa None COP: 1.00 16.3 0.00 0.00 0.00 sys#1 1 COOLING SYSTEM # System TypefFl. Addition Subtype AHRI # Efficiency Capacity Air Flow SHR Duct Block kBtu/hr cfm 1 Central UniYSupplementa Split SEER:16.5 29.2 876 0.75 sys#1 1 HOT WATER SYSTEM •.•. # System Type Subtype Location EF Cap Use SetPnt Fixture Flgw Wipe Ins.' •, Pjpt lengtlL • , 1 Electric Tankless AHU1 0.99 1.00 gal 40 gal 120 deg Standardj one ,,;, 0 Recirculation Recirc Control Loop Branch Pump DWHR Facilities Equal ,,,,DWHR , OtberCredi$** System Type length length power Connected Flow • .... • Eff : • • • • • • 1 No NA NA NA No NA NA • • .[IA • V;Ae DUCTS of ' ' Duct ------Supply----- -------Return------- Air CFM 25 CVIA 25 • �QN HVAC1�• • #_ Location R-Value Area Location R-Value Area Leakage Type Handler TOT OUT RLF. Beat Cool 1 Attic 8.0 85 ft2 Attic 8.0 20 ft2 Default Leakage AHU1 (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [ ] Jan [ ] Feb [ ] Mar [ ] Apr [ ] May [X] Jun [X] Jul [X] Aug [X] Sep [ ] Oct [I Nov [I Dec Heating [X] Jan [X] Feb [X] Mar [ ] Apr [I May [ ] Jun [ ] Jul [ ] Aug [ ] Sep [ ] Oct [X] Nov [X] Dec Venting [ ] Jan [I Feb [X] Mar [X] Apr (] May [ ] Jun [ ] Jul [ ] Aug (] Sep [X] Oct [X] Nov [ ] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 3 Building Input Summary Report MISC ELECTRICAL LOADS ID Type Screen Location Item Quantity Catagory Operating Schedule Off Standby 1 Misc Elec Load Simple Default Main 1 1 HERS2011 1 ' APPLIANCES & LIGHTING SCHEDULES Appliance Schedule: HERS2014 Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Occupancy peak: 400 Btu AM 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.980 0.460 0.270 0.270 0.270 % Released: 100 % PM 0.270 0.270 0.270 0.270 0.330 0.610 1.000 1.000 0.930 0.930 0.930 0.930 refrig peak: 0 W AM 0.824 0.804 0.784 0.764 0.744 0.734 0.744 0.754 0.764 0.794 0.814 0.854 % Released: 100 % PM 0.854 0.864 0.884 0.904 0.925 0.945 0.925 0.915 0.904 0.894 0.874 0.854 calash peak: 0 W AM 0.200 0.100 0.050 0.050 0.050 0.075 0.200 0.375 0.500 0.800 0.950 1.000 % Released: 30 % PM 0.875 0.850 0.800 0.625 0.625 0.600 0.575 0.550 0.625 0.700 0.650 0.375 E-cDry peak: 0 W AM 0.200 0.100 0.050 0.050 0.050 0.075 0.200 0.375 0.500 0.800 0.950 1.000 % Released: 15 % PM 0.875 0.850 0.800 0.625 0.625 0.600 0.575 0.550 0.625 0.700 0.650 0.375 dWash peak: 0 W AM 0.139 0.050 0.028 0.024 0.029 0.090 0.169 0.303 0.541 0.594 •' bt% 0.443 % Released: 60 % PM 0.376 0.396 0.334 0.323 0.344 0.448 0.791 1.000 0V00 • 0.597 08.983 0.2640 • •• • ••• E-rOven peak: 0 W AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.9a3...0.343 .. j.943 0.W, % Released: 80 % PM 0.457 0.343 0.286 0.400 0.571 1.000 0.857 0.429 0,2§% •.0.229 0.•171 0.114 TVs peak: 176 W AM 0.100 0.050 0.050 0.050 0.100 0.200 0.400 0.450 0AW •.0.200 ; • 9.1OQ 0.?00 % Released: 100 % PM 0.050 0.050 0.150 0.450 0.850 1.000 0.950 0.800 0.515C 0.250 ' 0.150 0.1'W, 0*0000 cFan peak: 0 W AM 0.600 0.600 0.600 0.600 0.600 0.600 0.600 0.250 0,26.8 • •'0.250 : 8,Ria O.W.D. % Released: 100 % PM 0.250 0.250 0.250 0.250 0.250 0.250 0.550 0.600 0,699 ... 0.600 0,P00 0.600 Igts-in peak: 0 W AM 0.160 0.150 0.160 0.180 0.230 0.450 0.420 0.260 0.190 �0.160 • B.AN 0.110 % Released: 100 % PM 0.160 0.170 0.250 0.270 0.340 0.550 0.600 0.880 400 • •.0.880 0.510 O.U. Igts-out peak: 0 W AM 1.000 1.000 1.000 1.000 1.000 0.750 0.750 0.000 0.000 0.000 00.080 0.000 % Released: 0 % PM 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.750 0.750 0.750 1.000 Igts=gar peak: 0 W AM 0.000 0.000 0.000 0.000 0.000 0.500 0.750 1.000 0.750 0.500 0.000 0.000 % Released: 0 % PM 0.000 0.000 0.500 0.500 0.750 1.000 0.750 0.500 0.000 0.000 0.000 0.000 MEL peak: 0 W AM 0.500 0.500 0.500 0.750 0.750 0.850 1.000 1.000 1.000 1.000 0.900 0.900 % Released: 90 % PM 0.900 0.900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.850 0.750 0.750 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 299 NE 99th Street, Miami Shores, FL, 33138 1. New construction or existing Addition 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1156.70 ft2 2. Single family or multiple family Single-family b. N/A R= ftZ 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1(1) d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1034.00 ft2 6. Conditioned floor area (ft2) 1034 b. N/A R= ft2 c. N/A R= ft2 7. Windows" Description Area 11. Ducts R ft2 a. U-Factor: Sgl, U=1.01 345.00 ft2 a. Sup: Attic, Ret: Attic, AH: AHU1 8 85 SHGC: SHGC=0.35 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr I1q t4M y c. U-Factor: N/A ft2 a. Central Unit • • 29.2 SEER**.50 • • • • • SHGC: •••• •••• •� d. U-Factor: N/A ft2 13. Heating systems * � � ik*Blu/hr 'Nic envy ...... SHGC: a. Electric Strip Heat •••••• 16.3 COP:1.00 • . •.• •, Area Weighted Average Overhang Depth: 7.348 ft. 0000 • • • • Area Weighted Average SHGC: 0.350 • • .. • : • • 00000 8. Floor Types Insulation Area 14. Hot water systems - Supplementalfor+addities • • • • • : • • • a. Slab -On -Grade Edge Insulation R=0.1 1034.00 ft2 a. Electric Cat: • • • • 1• all•ns , • . •. • • • EF: 0.99 • b. N/A R= ft2 •••••• • • b. Conservation features • • • • c. N/A R= ft2 • • • • •••••• None •••••• 15. Credits ' • ;, estat : • • • • • I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: -tUE STq?� GOp WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Air System Sizing Summary for AHU-1 Project Name: Hague Residence Addition 04/10/201E Prepared by: 10:59AN Air System Information Air System Name................................................................ AHU-1 Equipment Class......................................................... SPILT AHU Air System Type .--- .........................---------...---------------- SZCAV Sizing Calculation Information Zone and Space Sizing Method: Zone CFM.................................. Sum of space airflow rates Space CFM ............................. Individual peak space loads Central Cooling Coil Sizing Data Number of zones--------------------------------------------------------..------.....1 Floor Area..............................------------------------------------------------1034.0 ftZ Location...................................................... Miami Shores, Florida Calculation Months ..........................................................Jan to Dec Sizing Data.......................................................................Calculated Total coil load .................... ......................... -............ -- 2.4 Tons Load occurs at ................................................... ------------ Jul 1700 Total coil load -- ........ --.. --- . --- . ---..............................----- 28.8 MBH OA D B / W B...................-----................ ----------------.......89.9 / 76.7 OF Sensible coil load --- ------------------------ ----------------------------------------25.8 MBH Entering DB / W B ----- ----------------------...._.------ ------------. 73.8 / 59.5 OF Coil CFM at Jul 1700.............................................................. 1000 CFM Leaving DB / WB------------------------------------------------------------- 49.8 / 48.6 OF Max block CFM .. ................ .-.....................----..........---- 1000 CFM Coil ADP -- ...... - ..................... -----......................- 47.2 OF Sum of peak zone CFM ............. ...........----------.-----1000 CFM Bypass Factor................................ ------......................0.100 Sensibleheat ratio...............................................................0.896 Resulting RH................... --.....-....----------------................................ .43 % ftZ/Ton -- ... - . -- -----_.....-.-........-......----------------------- ------430.6 Design supply temp................-.................................................... 49.1 OF BTU/(hr-ft') ............ .-.................. .......................................... 27.9 Zone T-stat Check.....------------------. 1 of 1 OK Water flow @ 10.0 OF rise ............ ----------------------------------------- N/A Max zone temperature deviation ................................................. 0.0 OF Central Heating Coil Sizing Data •••• Max cal load ------- ............._.................... ----------------- ---------..10.9 MBH Load occurs at .......................................................... •........... *Des Htg • • • • 009006 Coil CFM at Des Htg................- - - - - 1000 CFM BTU/(hr-ftZ) - ... _... ------------ ----�• 10.5 • • • • • Max coil CFM------------------------------------------------------------------------1000 CFM Ent. DB / Lvg DB................................... ............. ........649.E 179.7.IS •••: • Water flow @ 20.0 OF drop.. . WA �•� ••�•�� Supply Fan Sizing Data •••••� ��••• ••••• Actual max CFM.-..................... ---------------------------------------------- A 000 CFM Fan motor BHP ------------- ----------------------------------------- • . 0.15943HP* • • • • • Standard CFM -- . ----- ------.. - -................................... ...---.1000 CFM Fan motor kW ........................................................... �.'.�.�.:...- 0.11; k% • * • • • • • • Actual max CFM/ft2..................... ----------------------- -------------------- 0.97 CFM/ftZ Fan static ...................---------------- ---------- -... 0.50 in w•g • i-� • • • • • •••••• ••••% Outdoor Ventilation Air Data • • • • • Design airflow CFM ................----...............------ -------------------0 CFM CFM/person........................... -................................. --e.._.0.00,CFwperson • • CFM/ftZ ----- .--.....................-....-......... ..--- -----------.0.00 CFM/ftZ •• • Hourly Analysis Program v.4.2 Page 1 of 1 r 7450 Griffin Road, Suite 140 Davie, FI. 33314 Tel: 954-584-6115 Fax: 954-581-2415 E-mail: ppeana@soilprobe.net S-oilprobe- Engineering__&_ Testix�•g,..hl& ; •••; ...... .... • ...... March 20 2018 """ Trevor Hague 299 NE 99"' Street • • • • • • • • • • • • • . . . . ...... Miami Shores, FL 33138 :""' RE: Subsurface Investigation • Proposed Addition 299 NE 99`" Street Miami Shores, FL 33138 In accordance with your request and authorization, Soilprobe Engineering & Testing, Inc. has completed subsurface exploration and geotechnical studies at the above referenced project site. We explored the general subsurface conditions in order to evaluate their suitability for supporting the proposed residential addition, and to provide recommendations for site preparation and foundation design. Our work included standard penetration test (SPT) borings and engineering analyses. This report describes our explorations and tests, reports their findings, and presents our recommendations developed from the investigation. Our report has been prepared specifically for this project. It is intended for the exclusive use of Trevor Hague, his representatives and/or assigns. Our work has used methods and procedures consistent with local foundation engineering practices. No other warranty, expressed or implied, is made. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. It is in our understanding that the proposed construction will consist of addition and remodeling of west section of existing house. The attached plot plan presents the configuration and existing and proposed construction and approximate locations of our soil tests. The structure will consist of conventional poured in place concrete and concrete masonry unit (CMU). The bearing walls will be supported by shallow spreadfootings designed for an allowable soil bearing capacity of 2,500 PSF. Ground floor concrete slab will be placed on compacted subgrade. The subsurface conditions at the site were explored with two (2), engineering borings advanced to a depth of 14 feet below the existing ground surface. Samples of the in place materials were recovered at frequent intervals with a standard 24 inches split barrel sampler driven into the ground with a 140-pound hammer falling 30 inches. This work was performed on March 15, 2018 following closely procedures recommended in ASTM Method D-1586. Detailed subsurface conditions encountered at the locations and depth explored is presented in the attached logs. Our drillers examined the soil recovered from the SPT sampler and maintained a log for each boring. Soil samples were inspected and classified using nomenclature consistent with the Unified Soil Classification System (USCS). Engineering is the essence . . . . . . . . . . . . . . . . . . . . . . . . . . of science and technology r Trevor Hague 299 NE 90 Street March 20, 2018 Page 2 of 3 . . .... ...... ...... .... .... • . The soil stratification, shown on the boring logs, is based on examination of T�Zered sW t6ples,444. drillers interpretation in the field. It indicates only the approximate boundaries-Wween•soil•types.•�tle•• .. actual transitions between the adjacent soil strata may be gradual and indistinct!**-" • • • .. • . • . . . ...... A review of boring logs revealed a surfacing layer of topsoil 8 inches tlyck. Aelow*. this layer .and . extending to the borings termination depth, the soil consisted of alternate layerg•o; sand.am4%oft s,47Jy sandstone and limestone. Standard penetration resistance, N-value recorded during the tests indicated soil condition as loose to medium dense. Groundwater measured at the time of test was found at a depth of approximately 9.00 feet below prevailing grade. Fluctuations in ground water level should be anticipated throughout the year due to seasonal variations in rainfall, drainage and other factors. Based on our observations, results of boring, and evaluation of the existing soil conditions, it is our opinion that the soil at the site is generally suitable to support the proposed structure on conventional shallow foundations. However, densification of the existing loose sub -soils is required; if they are to support the shallow foundations, in order to avoid excessive settlements that may be detrimental to the structure. The following site preparation procedures are recommended prior to the installation of the foundations: Clear and grub the proposed addition area plus a perimeter of minimum three feet outside the foundation limits removing topsoil, vegetation, roots and any existing improvements. The thickness of the surfacing topsoil with roots to be removed is expected to be approximately 8 inches. Tree roots system shall be entirely removed. 2. Level and compact the building area with a light, 4-tons vibratory roller, such as Dynapac CA- 121 or equivalent in order to densify the existing loose gravelly sand to a minimum 95% of maximum dry density as determined by ASTM Method D-1557. During compacting operation the sandy soil shall have moisture content close to the optimum of approximately 10%. Field density tests shall verify compacting effort prior placing any additional fill. 3. Bring the building pad area to the design grades using clean fill, by placing the soil in layers not exceeding 12 inches in loose thickness. Compact each layer to a minimum 95% of maximum dry density prior placing the next lift of fill. It is our opinion that the addition pad, installed as specified above, will provide an allowable bearing capacity of 2,500 PSF. All compacting effort shall be monitored and tested by a representative of a geotechnical engineer to insure compliance with these recommendations. Trevor Hague 299 NE 99"' Street March 20, 2018 Page 3 of 3 . . .... ...... The yard final grading shall divert and convey storm water runoff away from VlAdAtion walls by slo i .Tx the grade away from structure in order to protect the foundation. Roof gutter�.41so ma+Installed;P. collect, convey and discharge the water a minimum 5.00 feet from walls. ***or,* .. . ..:..' . Any modification to the above -recommended procedures should be approvedSoilprobe'Engine ern* &Testing, Inc. Further, in order to verify compliance with these specifications and Jocum:nt tMistruetion . r procedures used and actual conditions encountered we recommend that Soilprobe*Exgine;ring-& Testing;*: Inc. be retained to test the compacting effort on this project. This office does not accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the structures if not given the opportunity to participate in evaluating field problems and related aspect of required soil testing, building pad and foundations installation, evaluation of field issues and recommend solutions as they arise. Due to the fact that soils are generally, naturally deposited material under variable conditions, it must be understood that major subsurface discontinuity may occur within short distances. It is unlikely that the tests used for this investigation revealed all subsurface conditions. Our office does not warrant or imply that the data collected on our log of borings are indicative of the subsurface features; except the locations where borings were taken. If variant or unusual soil conditions are found during construction, please notify this office for further evaluation. It was a pleasure to have had the opportunity to perform this investigation for you, and we hope that you will call on us if we may be of further service. Sincerely, SOILPROBE ENGINEERING & TESTING, INC. A L PEANA, PE. 7334 Enc. Soil Logs Location Sketch SPT Appendix "A" LOG OF BORING JOB #: Sheet: 1 of 1 Boring: 1 Date: 3/20/18 CLIENT: Travor Hague Date started: 3/15/18 PROJECT: 299 NE 9911 St. Miami Shores, FL 33138 Date completed: 3/15/18 LOCATION: See attached location sketch Driller s : PP/JP a0 N 3 � /y�✓ W Z ° C° a .� V s~ >, �1l ,~ Y o . '••••' ••e••• DESCRIISTION� .... . ` Soil type, color, texture and consistency. • • �••♦ • ••• •••••♦ Notes on drill in&�vpdjtions. 0.00 __ 0`0" Weeds • • • • • Dark grey sand, roots ...... .. ..... • Tan sand and rockso ...... ' • ' ' ...... •• • •• • • • • • • ' Grey sand Pale tan sand Tan reddish sand Tan sandy limestone End of test 14'-0" 7 23 0'-6" 1'-4" 4'-0" 9'-0„ 14'-0" 00 3 2.00 3 _ 3 L l7 2�1 G 3.00 3 4.00 3 3 8 24 5.00 4 4 6.00 4 3 8 24 7.00 4 4 8.00 5 4 11 24 9.00 5 6 10.00 8 8 20 24 11,00 10 10 12.00 12 14 31 24 13.00 16 15 14,00 1 16 15.00 16.00 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesionless Density Cohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard LOG OF BORING JOB #: Sheet: 1 of 1 Boring: 2 Date: 3/20/18 CLIENT: Travor Hague Date started: 3/15/18 PROJECT: 299 NE 99" St. Miami Shores, FL 33138 Date completed: 3/15/18 LOCATION: See attached location sketch Driller s : PP/JP ; ,_ (D 4 N >~, -0 DESCFATIAt •••••• •••• • Soil type color, texture apd consis�eCy. • Notes on drill in,&c�cMtions. 0.00 - 0'-01, • • • . + • • • •..... �..... ..... • Dark grey sand �•••�• ; •••• •••••• • • ' • • • • • •••••• ...... Pale grey sand ' �••� : ••••.• :•..•: .. • Tan reddish sand Tan reddish sandy limestone Pale to sandy limestone End of test 14'-0" 2 6 20 0'-6" 1'-6„ 3'-8" 5'-5" 9'-o" 9,-0„ 14'-0" 1.00 3 3 2,00 4 9 20 3.00 4 5 4.00 5 5 14 24 500 6 8 6.00 10 9 20 24 7.00 10 10 8.00 11 11 25 24 9.00 13 12 10.00 10 14 31 24 I1.00 16 15 12.00 16 18 34 24 13.00 17 17 14.00 16 15.00 16.00 17.00 18.00 1900. 2000. TYPE of SAMPLE: Cohesionless Density Cohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard rr•.0 i __a. �,. j I� SOILPROBE ENGINEERING AND Trevor Hague Soil Tests Location Sketch TESTING 299 NE 99t' Street 7450 Griffin Road #140 Miami Shores, FL 33138 Davie, FL 33314 Tel. (954) 584-6115 Fax. (954) 581-2415 7450 Griffin Road #140 Davie, Ff. 33314 Tel: 954-584-6115 Fax:954-584-2862 E-mail: ppeanae.soilprobe.net Soilprobe Engineering & Twin Ins;; • • • ... . ...... .... APPENDIX "A" 0040 • • SUBSURFACE EXPLORATION INFORMATION; Our borings describe subsurface conditions only at the locations drilled and at the time drille Xw provide > o information about subsurface conditions below the bottom of the boreholes. At locations noCexp'loi ed, suWurface conditions that differ from those observed in the borings may exist and should be anticipated The groundwater depth shown on our boring logs is the water level the driller(s) observed in the borehole4l e it was drilled. These water levels may have been influenced by the drilling procedures. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that no groundwater will be encountered at that boring location. Standard Penetration Test Borings The Standard Penetration Test (SPT) is a widely accepted method of testing foundation in place. The N-value obtained from the test has been correlated empirically with various soil properties. These empirical correlations allow satisfactory estimates to be made of how the soil is likely to behave when subjected to foundation loads. Tests are usually performed in the boreholes at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation -bearing grade where the soil will be most highly stressed. Boreholes where SPT will be performed are drilled with a truck mounted SIMCO 2800 drill -rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about seven inches in diameter. After the borehole has been advanced to the depth where a SPT will be performed, the soil sampler used to run the test is attached the end of drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D-1586. The sampler has a split -barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weights 140 pounds and falls freely 30 inches. The driller records the number of hammer blows needed to advance the sampler the second and third six-inch increments. The total number of blows required to advance the sampler the second and the third six-inch increments constitutes the test results; that is N-Value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs when 100 hammer blows advance the sampler six inches or less. After the test is completed, the sampler is removed from the borehole and opened. The driller examines and classifies the soil recovered by the sampler. He places representative soil specimen from each test in closed jars or plastic bags and takes them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. Jar samples are retained in our laboratory for thirty days, then discarded unless our clients request otherwise. Hand Auger Borings Hand auger borings are used if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 6 feet) depth, or when access is not available for our truck -mounted or portable mounted drill -rigs. A three inches diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately six inches increments and its content emptied for inspection. Sometimes posthole diggers are used, especially in the upper three feet or so. The soil samples obtained are described and representative samples put in jars or plastic bags and transported to the laboratory for further classification and testing, if necessary. 00 00 FINAL SURVEY Property Address: 299 NE 99 STREET MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION: Lots 22 & 23 Block 33 of "MIAMI SHORES SECTION 1 AMENDED", according to the plat thereof as recorded in Plat Book 10, Page 70 of the Public Records of Miami -Dade County, Florida. SURVEYOR'S NOTES: 1) The above captioned Property was surveyed and described based on the above Legal Description: Provided by Client. 2) This Certification is only for the lands as described. It is not a certification of Title, Zoning, Easements, or Freedom of Encumbrances. ABSTRACT NOT REVIEWED. 3) There may be additional Restrictions not shown on this survey that may be found in the Public Records of this County, Examination of ABSTRACT OF TITLE will have to be made to determine recorded instruments, if any affecting this property. 4) Accuracy: The expected use of the land, as classified in the Standards of Practice (5J-17 FAC), is "Residential High Risk". The minimum relative distance accuracy for this type of boundary survey is 1 foot in 10,000 feet. The accuracy obtained by measurement and calculation of a closed geometric figure was found to exceed this requirement. 5) Foundations and/or footings that may cross beyond the boundary lines of the parcel herein described are not shown hereon. 6) Not valid without the signature and the original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to survey maps or reports by other than the signing party or parties are prohibited without written consent of the signing party or parties. 7) Contact the appropriate authority prior to any design work on the herein -described parcel for Building and Zoning information. 8) Underground utilities are not depicted hereon, contact the appropriate authority prior to any design work or construction on the property herein described. Surveyor shall be notified as to any deviation from utilities shown hereon. 9) The surveyor does not determine fence and/or wall ownership. 10) Ownership subjects to OPINION OF TITLE. 11) Type of Survey: BOUNDARY SURVEY. 12) North arrow direction and bearings are based on Recorded Plat Book 10 Page 70 `gLthe Public Records of Miami -Dade County, Florida. . ...... 13) Elevations are based on the National Geodetic Vertical Datum (1929 Mear?19ea Levels... •; 'i4) Bench Mark Used: Miami -Dade County BM #N-603-R. Elev. = +8.11' (Nmti29) 1-5) Flood Zone: "X" Base Flood Elev.: N/A as per Miami -Dade County„F;IArida. •FE•YA Pinar-; Number: 120652-0102-L-SEPTEMBER 11, 2009 """ 16) This PLAN OF SURVEY has been prepared for the exclusive use of th2'glMes nptvetL hereon!* .... . .. ...... The Certificate does not extend to any unnamed party: • • • • . . . . . ...... A.) TREVOR D HAUGE & KRYSTLE M HAUGE SURVEYOR'S CERTIFICATE: I Hereby Certify to the best of my knowledge and belief that this drawing is a true and correct representation of the BOUNDARY SURVEY of the real property described hereon. I further certify that this survey was prepared in accordance with the applicable provisions of Chapter 5J-17, Florida Administrative Code. Field Date: December 07, 2017 Job# RP17-1192 a# --- Pablo J. Alfonso P.S.M. Professional Surveyor & Mapper State of Florida Reg. No.5880 LAND S V R V E Y O R S, I N C. 6 17 5 NW 153rd STREET, SUITE 321, MIAMI LAKES, FLORIDA 33014 Phone: 305-822-6062 ` Fax: 305-827-9669 Page 1 of 2 F.ABOUNDARY-SURVEY-NOTESUd5 NE 162 STREET -MIAMI DADE - NTS - 06-21-17_doe BOUNDARY SURVEY SCALE: 1" = 20' — i I m U X 1-STORY 42 I I •— RES# 299 ci I F.F.E=13.06' ~p 25.32 c 19.00CD i `0 12.66' PORCH, 30.0' 15.06' ° -0 FJP 1/2" •..• �� -•NQa.D • ••• ••••� o • • �••• • + N Z Of ..L. �o .... r') f 0_ O N + •••••• • } • .... FIP. 1/2" �90.8.\» r y I •••••• •••• ••.•. -� ` 5' SIDEWALK- • • ♦ • fi • • • r'a • • �$�� 0' �. " •; FIP,* 1 R=Zi�.(��:. . • o D. Ln ASPHALT 22.6' PARKWAY �, + • • • 44.8' c� +° N.E. _99th STREET 20.4' ASPHALT PAVEMENT 3 75' TOTAL RIGHT-OF-WAY act w Z Z a o: 0 LEGEND Overhead Wire Line +� =Existing Elevations F.N. =Found Nail Conc. =Concrete R=Radius LAND SURVEYORS, INC. —ii—u—Wood Fence ® =Catch Basin F.I.R. =Found Iron Rebar U.E. =Utility Easement A=Arc — Chain Link Fence ® =Water Meter F.I.P. =Found Iron Pipe/Pin D.E. =Drainage Easement A --Delta PHONE: 305-822-6062 * FAX: 305-827-9669 a ` o ` Iron Fence a. =Power Pole F.N&D =Found Nail & Disc D.M.E.=Drainage Maintenance T=Tangent 6175 NW 153rd STREET SUITE 321 - - Monument Line SIP/R =Set Iron Pin/Rebar Easement MIAMI LAKES FL. 33014 — —Centerline A/C=Air Conditioner Page 2 Of 2 gHORes Y yFt. Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit No. RC-4-18-984 Permit Type: Residential Construction Work Classification: Addition Permit Status: APPROVED Issue Date: 9/1412018 1 Expiration: 03/13/2019 Project Address Parcel Number Applicant 299 NE 99 Street 1132060134580 Miami Shores, FL 33138-2434 Block: Lot: TREVOR & KRYSTLE HAGUE Owner Information Address Phone Cell TREVOR & KRYSTLE HAGUE 299 NE 99 Street (305)393-4461 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone HOME OWNER In Review Valuation: $ 140,000.00 Total Sq Feet: 1393 Comments: Date Approved:: In Review Date Denied: Type of Construction: ADDITION TO SINGLE FAMILY HON Occupancy: Single Family Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: Bathrooms: Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: ADDITION TO SINGLE FAMILY HOM Bond Return : Classification: Residential Fees Due Amount Bond Type - Owners Bond $500.00 CCF $51.00 CO/CC Fee $150.00 DBPR Fee $3&25 DCA Fee $25.50 Education Surcharge $17.00 Notary Fee $5.00 P&Z Review Fee $35.00 P&Z Review Fee $35.00 Permit Fee $2,550.00 Plan Review Fee (Engineer) $0.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $90.00 Preliminary Plan Review $360.00 Scanning Fee $57.00 Technology Fee $68.00 Total: $4,101.75 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-4-18-67161 04/13/2018 Credit Card $ 480.00 $ 3,121.75 04/12/2018 Credit Card $ 200.00 $ 2,921.75 08/22/2018 Credit Card $ 2,921.75 $ 0.00 Bond #: 3892 Invoice # RC-9-18-68881 09/14/2018 Credit Card $ 500.00 $ 0.00 Bond #: 3892 Avanaoie inspections: Inspection Type: Final PE Certification Tie Beam Bond Beam Window Door Attachment Slab Termite Letter Framing Insulation Drywall Screw Trusses Plan Submittal Roof Sheathing Spot Survey Wall Sheathing Rake Beam Footing Window and Door Buck Roof Trusses Density Fill Cells Columns Wire Lathe Final Building Declaration of Use Review Plumbing Review Plumbing Review Electrical Review Electrical Review Electrical Review Planning Review Planning Review Mechanical Review Mechanical Review Building Review Building Review Structural Review Structural Review Plumbing In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations September 14, 2018 1 Miami Shores Village�,�,� Building Department A G 17 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 )y- INSPECTION LINE PHONE NUMBER: (305) 762-4949 (�� FBC 201� BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING VR ISION ❑EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKSNGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �9 -14, s�TeLt City: Miami Shores County: Miami Dade zip: Folio/Parcel#: 11- 3a61a - 013 - L15 30 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: l Flood Zone: 00 BFE: FFE: OWNER: Name (Fee Simple Titleholder): �(�Q� K-1`4J �0�1 � Phone#: 505 �013 - 5 `) Address: oP� °1 NE stfu-t City: �'" S�yjCs State: Zip: 3 3 $ Tenant/Lessee Name: Phone#: Email: -KUJOI' CONTRACTOR: Company Name: Address: � a"555 6'in City: I\LA -NV\ I- LA (A Qualifier Name: LO;; 5 1� ( Ws' 6CtAc�on Sv 4 Phone#:(565 940 -�0157� Zip: -33 / one#: State Certification or Registration #: CC-C �� yI Ii�o_aI Certificate of Competency #: DESIGNER: Architect/Engineer: kG.kI T�,} NfCQu�-et,+ 1AQ- Phone#:(q54) `tea - a Sq k Address: ►I gab qt tra ryy"x PCB(Ar,a' ��Sru� tfr oZ, City: H % fir; MGi� State: t} Zip: 3 3OQ Value of Work for this Permit: $ I �V , 0 G Square/Linear Footage of Work: 13 1 3 Type of Work: Adddi�itiio��n "" ��❑ Alteration" ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1A1[x�v�Ol yy1�Q, e�PQoQ.� hOfl T� nC, r -t/A P Cn'(%5 4 V Specify color of color thru tile:, te: Submittal Fee $ OZ) Permit Fee $ Z ��C) ' 0D CCF $ �) CC)CO/CC $ Scanning Fee $ �� " p Radon Fee $ 2 �6 DBPR $ � 2s Notary $ W Technology Fee $ 0A Training/Education Fee $ Double Fee $ Structural Reviews $ -=::�'O W {Z 0 •--7Z) -T-CP--?: `3�SX0 - (Revised02/24/2014) 744-�F—u Bond $ S " 00 TOTAL FEE NOW DUE $ :'af� I ",� { P•\D �00 • G6 Ts,--�- Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State 0 Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. I Signature OWNER or AGENT The foregoing instru71,A t was acknowledged before me this 96 day of ` /201 by j 2 i! V-CA- `C- who is personally nown to me or who has produced identification and who did take an oath. as Signature ONTRACTO The foregoing instrume was acknowledged before me this 2-4 day of 20 � g by �L&IS 6C4' who is per4onall_ v��ow n to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: J li4rC Y" Print: Seal: Seal: CATHERINE A. DUFFIN 1Nw'i:; CATHERINE A. DUFFIN Notary Public - State of Florida Notary Public = State of Florida Commission k GG 104296 Commission q GG 104296 ' M Comm. Ex Tres Ma t 4, 2021 Y P y '•;yfir; My Comm, Expires May14,2021 ********1�1aNNnllAtagWiYislt�** APPROVED BY ` Ivc Plans Examiner Zoning Structural Review Clerk (Revised02/24/20141 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. R IL 1 ? ` 1$ `j bo5 513 - 4 y (o I Owner's Name (Fee Simple Title Holder): l WOC Y—VS� �� lit -Phone #: OS (013 - 5 Owner's Address: C211 VIE 1r11 5�'(ut City: i''LI 0" State : FI-1 Zip Code: 33 6,9 Job Address (Of where work is being done): �ot 9 N(5 411Is% strtAt City: Miami Shores State: —Florida Zip Code: '33 t 3 $ Contractor's Company Name: J �Uc611C,. C OC1 AVW-A10't1\ Phone #: (305) q 40 (0 5� Address: 1'd 55 5 P��S tvi gy� g$8 City: N)Of 'Ik WaAm State: Zip Code: 331 g l Qualifier's Name: Lm;ks bl l,tY i 0. Lic. Number: 01 Architect/ Engineer of Record Name: \pY , Ta-1t kw S.I Phone #Li,54) Address: I i A '�0 MAl CrX-M C. Pack u YAu . Si. ; - -.P _ t o t City: VA l cok- %AX Describe Work: '-K0n Zip Code: 3 3D a, 5 hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the Mia i Shores harmless of all leg inv I ement. Signature 1,4 Signature Owner or Agent ontractor or Archi The foregoing instrument was aknowledged before me The foregoing instrument was An I ged before me this day of ,20J g,by T2eru12 1�,4-6 t-L this 2� day of 2d 8byzgysT Who is personally known to me or who has produced who is personally known to me or who has produced Notary Sign: / Seal: �C as indentification. as indentification. 1M+viq ,, '�« 6ATHERINE A. DUFFIN r + . ¢� = Notary Public - State of Florida . ' : Commission # GG 104296 Nr:` My Comm. Expires May 14, 2021 handed through National Notary Assn. Notary " CATHERINE A. dUFFIN Seal: ;'. *i `: Notary Public - State of Florida Commission # GG 104296 - „' v',•' My Comm. Expires May 74, 2021 tlondrd through Nalional Notary Assn. Miami Shores Village Building Department 10050 N.E. 2"D Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Change of Contractor/Architect or Engineer r- A change of contractor, architect or engineer must be done under a permit number. There is a $75.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures. If the signature of the previous contractor cannot be obtained the owner must send a certified letter/return receipt notifying the previous contractor, architect or engineer the reason for the change. The owner must allow 10 business days for the contractor, architect or engineer to respond. A permit application must accompany the change of contractor form, with the information and signature of the new contractor. The new contractor must be registered with the Village or must submit the required documents to register with the Village. 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed. r�s 1 4/12/2018 Property Search Application - Miami -Dade County ,OFFICE OF THE PROPERTY APPRAISER : Summary Report Property Information Folio: 11-3206-013-4580 Property Address: 299 NE 99 ST Miami Shores, FL 33138-2434 Owner TREVOR D HAGUE KRYSTLE M HAGUE Mailing Address 299 NE 99 ST MIAMI SHORES, FL 33138-2434 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,664 Sq.Ft Living Area 1,944 Sq.Ft Adjusted Area 2,156 Sq.Ft Lot Size 11,865.7 Sq.Ft Year Built 1950 Assessment Information Year 2017`[ 2016 2015 Land Value $356,113 $296,761 $285,085 Building Value $150,058 $150,058 $150,058 XF Value $25,082 $25,395 $16,705 Mark�Value$531,253 $472,214E�451,848 Asse$427,159 $418,37415,466 Benefits Information Benefit Type 2017 2016 2015 Save Our Homes Cap Assessment Reduction $104,094 $53,840 $36,382 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 22 & 23 BLK 33 LOT SIZE 103.180 X 115 OR 18218-1228 0798 1 Generated On : 4/12/2018 Taxable Value Information 2017 20 66 2015 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $377,1591 $365,466 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $402,159 $393,374 $390,466 City Exemption Value $50,666 $50,000 $50,000 Taxable Value $377,159 $368,3741 $365,466 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $377,159 $368,3741 $365,466 Sales Information Previous OR Book- Price Qualification Description Sale Page 02/19/2015 $100 29517-4222 Corrective, tax or QCD; min consideration 12/05/2013 $562,600 28947-4024 Not exposed to open -market; atypical motivation 06/28/2013 $309,000 28723-1141 Financial inst or "In Lieu of Forclosure" stated 07/01/1998 $188,000 18218-1228 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: TRAVIS HENOALL Planning & 2oning Director iG f � 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIOA 33138-2382 TELEPHONE: (305) 795-2207 FAX (305) 756-8972 DEVELOPMENT ORDER File Number: PZ-3-22-18-11 Property Address: 299 NE 991h Street, Miami, FL 33138 Property Owner/Applicant: Trevor and Krystle Hague Address:299 NE 99th Street, Miami, FL 33138 Agent: Ralph Tait Address: 11820 Miramar Pkwy, Suite 121, Miramar, FL 33025 Whereas, the applicant Trevor and Krystle Hague (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required for an addition. Whereas, a public hearing was held on March 22, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to create and maintain two (2) legal parking spaces on site. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. Pagel of2 VISIT US www.miamishoresvillage.com 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 22°d day of March, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staffs recommendations by Mr. Brady, seconded by Ms. Hegedus and the Motion passed unanimously. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Yes Date John Busta. Chairman, Planning Board Page 2 of 2 i - Bing 180NE99thStreet,pdf ED 9806 NE 2nd Ave.pdf 9830 NE 2nd Avenue.pdf IMBURGIA.pdf Miami, Dade County Bu X 7" egvsys.co.miami-dade.fl.us Home Page to Workers Comp C015 * City National Bank of � Bank of Anienca Medical Expenses - Li V Healthy Kids U 1684 unread) - admin r, Procore Log In The 76 best places Status of Plans MIAMI•DADE 1,12018010269 Application Date: 04.12201; 11 Storage Location: By: Date Picked up: Review Reviewed By I Est Comp Date I Disp Date Disposition DERNI TORRECH. RAMON L 04:12;2018 I 06 25 2018A PWIF WEB APPLICATION ID IFS 04� 8 12,'2 , 01 08 15'2018 A WASA PEREIRA, CLARISSA 04,7122018 1 04�30-2018 A PAYU F HR7-, FEE COL 04 _12,101 8 04122018 A 04 172018 Disposition Legend: A=Approved, D=Disapproved, N=NIA, P=Approved as Noted Note: PAYU relates to payment of up -front fees only, Page: /IEW STATUS INQUIRY SUCCESSFUL (NO MORE ENTRIES) *0 evo to 0 0 0 00 E-mail your comments queslions af i 6s i o so This page vias last edited ori 1.7eb Site _ 200.1 Miar Adl rights f P, - o so so e s 6 so we I 1 19 MIAMI•Department of Regulatory and Economic Resources DADE Impact Fee Receipt Process Number: M2018010269-0 Batch: Collection Number: 124130 Folio: 1132060134580 Site Address: 299 NE 99 ST Fee Payer: KRYSTLE HAGUE HAGUE Collection Date: 08/15/2018 299 NE 99TH STREET MIAMI, FL 33138 Fee Type Dist Category Cat Id Code Sufix AREA 1 5002 00 Category Description Units Fee Extended Deferral Amount Amount UNIT SIZE (SQ FT) 760.00 $0.92 $697.68 Total: $697.68 - Deferred Amount: + Deferred Admin: Total Amount Due: $697.68 Paid Check: Paid Cash: Paid Credit: Paid Convenience Fee: Total Paid: Deferral Admin $0.00 $0.00 $697.68 $14.17 $711.85 Report run on: August 15, 2018 10:54 AM Page 1 of 1 uacu� e-Permitting Search: - ' MIAMhDADE I�/I J 1 �'Employee I�� Status of Plans Process: M2018010269 Application Date: 04/12/2018 Storage Location: By: Date Picked up: Review Reviewed By Est Comp Cate TDisp Date Disposition DERM TORRECH, RAMON L. 04/12/2018 06/25/2018 A PWIF WEB APPLICATION ID IFS 04/12/2018 11 08/15/2018 1 A WASH PEREIRA, CLARISSA 04/12/2018 04/80/2018 A PAYU FEE COL 04/12/2018 04/12/2018 A HRS GONZALEZ, LOANIS 1 04/17/2018 11 08/17/2018 A Disposition Legend: A=Approved, D=Disapproved, N=N/A, P=Approved as Noted Note: PAYU relates to payment of up -front fees only. Page: 1 REVIEW STATUS INQUIRY SUCCESSFUL (NO MORE ENTRIES) BLDG Home Pao e I BLDG Main Menu I BLDG Permit Menu I BLDG Plans Processing Menu I Inspection Types I Address Format Home I About I Phone Directory I Privacy I Disclaimer E-mail your comments, questions and suggestions to Nebmaster This page was last edited on: February 23, 2004 Web Site Q 20O4 Miami -Dade County. All rights reserved. Miami -Dade County Building Plans Tracking System Tracking Number 0001113511 Application Date 4/12/2018 4:20:28 PM Applicant Last Name HUGUE Applicant First Name TREVOR Pickup by Last Name Pickup by First Name HUGUE TREVOR Click On The Process Number To See Dispositions M2018010269 (htti).//eovsys.co.miami-dade.fl.us:1608/WWWSERV/pgvtlBNZAW972.D1A?KEY=M2018010269 ) This Plan has already been Picked Up Location Reviewer Entry Date Time Exit Date Time Destination Storage 9 6/25/2018 1:55:04 PM 6/26/2018 10:16:41 Pickup By HUGUE TREVOR AM Plan Central 6/25/2018 1:49:32 PM 6/25/2018 1.55:04 PM Storage DERM RAMON TORRECH (CORE) 6/21/2018 11:23:39 6/25/2018 10:04:12 Plan Central AM AM Admin 6/21/201811:11:32 6/21/201811:11:40 DERM AM AM Storage 9 4/23/2018 11:19:21 5/3/2018 12:56:26 PM Pickup By 3056135978 Hague AM Krystle Plan Central 4/23/2018 10:39:09 4/23/2018 11:19:21 Storage AM AM Impact Fees KEITH RICHARDSON 4/20/2018 10:35:21 4/23/2018 8:18:14 AM Plan Central AM Plan Central 4/20/2018 10:24:30 4/20/2018 10:35:21 Impact Fees AM AM Water and Sewer LILIAM HURTADO 4/19/2018 9:51:55 AM 4/20/2018 8:34:16 AM Plan Central Plan Central 4/19/2018 9:31:06 AM 4/19/2018 9:51:55 AM Water and Sewer DERM ANDRES GONZALEZ 4/13/2018 8:39:36 AM 4/19/2018 7:57:31 AM Plan Central (CORE) Pending Payment Upfront 4/13/2018 7:56:41 AM 4/13/2018 7:56:52 AM Plan Central Fee Permit Counter 4/12/2018 4:20:41 PM 4/12/2018 4:20:41 PM Plan Central Tracking information only reflects reviews that occur while plans are within the custody of the Regulatory and Economic Resources Department. It does not include reviews that occur through appointments after plans are picked up by you or your representative for Design Professionals Day, Supervisor's List and/or rework meetings. Back to Plans Tracking (plantrack.asp ) Page Last Edited: Wed Jan 25, 2017 10:40:32 AM Miami shores Village Building Department 10050 N. E.2nd Avenue • Miami Shores, Florida 33138 UG 2 { 2018 •..•.• Tel: (305) 795.2204 ' . . Fax: (305) 756.8972 HOLD HARMLESS ••'••' '••' PROPERTY LOCATED AT: 299 NE 99th street, Miami Shores, FL 33138 • • • • • • 1 _Imburgia Construction Services, Inc as contractor of record of the subject property, Permit number RC —18 - 984 would like to request an early start permit as allowed under section 105.12 of the 2017 Florida Building Code for the scope of work delineated in the building permit application and plan prior to the final approval and issuance of the permit, provided the work does not proceed past the first required inspection. I agree to hold Miami Shores Village, its agents and authorized personnel harmless and relieve them from any responsibility or liability for any legal action or damage, cost or expense (including attorney's fee) resulting from missed inspection of the above mention permit. I furthermore assume responsibility for the correction, if required, of work performed under the above permit. _Louis Imburgia Print Name Signature. General Contractor, qualifier State of Florida County of Dade: The undersigned, being the first duly sworn, deposes and says that he/she is the contractor for the above property mentioned. Sworn to and subscribed before me this 2/2- Notary of CATHERINE A. DUFFiN Notary Public - State of Florida Commission N GG 104296 My Comm, Expires May 14, 2021 liondPQ Ihiough National Notary Assn. s � � Noelle From: Ismael Naranjo <Naranjol@msvfl.gov> Sent: Tuesday, August 21, 2018 4:50 PM To: Noelle Cc: Louis Imburgia •..• .�•�•. Subject: RE: early start request for RC 18-984 00*00 •• Attachments: Hold Harmless for early start..docx •..... '..'.' • Good afternoon Noelle, .... . .. ..... �•�••• V ��•. .. .. . .. ...... The early start is approved however prior to starting the project you need to provide the aitsel;e� hold harirnless and .' pay the base permit fees for the master permit. . . . . ...... 00000 Thank you. Ismael Naranjo, BO Building Director 5 R>I ES (� V, �O R1Dp'` / Miami Shores Village 10050 NE 2 Ave Miami Shores, FL 33138 Office: 305-795-2204 Fax: 305-756-8972 www.miamishoresviliaee.com 1 .. From: Noelle <noelle@imburgiarealty.com> Sent: Monday, August 20, 201810:37 AM To: Ismael Naranjo <Naranjol@msvfl.gov> Cc: Louis Imburgia <louis@imburgiaconstruction.com> Subject: early start request for RC 18-984 Importance: High Good Morning Ismael — We hope that you are doing well. . . .... ...... ...... .. . ...... .... .. . . .... . .. ..... We would like to apply for an early start for Permit # RC 18-984 for a home addition for Trevo-r aI end Kry-, Hague: 2ag..' NE 99 street. •• •• • •• •..... We have responded to comments from MSV and have resubmitted updated plans. Below you will find screen shoe •� . ...... showing that everything has also been approved by Miami Dade County • • .. , Please let us know what else is needed in order to be granted an early start/permit. Many thanks, {fj si7 [�.rsrwycre+rcar•.-a^� � ON:�aE:::\pC .�; Miami-thx7r.CtwnTlpSv `f.' .� `: yl W hy.1'yiCO.a11.i 11M1.'CiaOC.1t.44 . P pfPa�'CffHQ C?.'1LnaC §t 'jj MtS KW)e 7.*7r .:r1 wc'k 95 Cc�f CCO% y, G[/ 1i.SlAYL1 BAR[ Gi ♦ &wk OL AmemK I 'NlCICW [IOf+YiK LI Y )wAthy KW{ Q it l li'f1Jd!l • M1fM C Pvem! LOQ M a•Pentlitsinp �-S—sarcn— i;i �" '►� 1' :M!+ "►� _ .tee►r. MiAAAiDADE :; i+):f; It rlflf� drtJlr)ti i3�Y Status of Plans Process: LWIWTO7iit1 Application Data. Ga=t i 2t1!E Storapa L«.tion: ey: Cats PiCkeo Up: Review Rawk edey Evicompoate Nap Date OispoWbon GEFMW T044REC.I4 RAf.KANL Ot'1212018 Gals-20ia A PY'AT riT.13APR lfda iof410LfS 61.12.2018 0315,20;g A WASA PAYU KRE1FV-,CL.ARISSA fEL Got "$2-Als OIL129018 Lac3WXIis 0412,20tg A A f1R5 GNVALCl,Lt1WS (K11?0111 I wtr'7018 A (Xsposltlpn L.penO: A-Approvstl, CleapwaY.d, N2WA, PuApprsveo"Noted Nora: PAYU rssalss io psynxnt of updYont to" only. Pape; REVIEW STATUS INOUiRY SUCCESSFUL (NO MORE ENTRIES) C40 .!,WA I t 4 a fewn a 1C.%i1r� E ,na i u -ft -d rn. u►r �..1raa.aaw 'r z xV41+..f, o.ar• cv<+n A)npr..—,.e atyre her:to.VWca Noelle Imburgia z AA26002444 TRANSMITTAL June 6, 2018 Mr. & Mrs. Hague 299 N.E. 99`h Street Miami Shores, Florida 33138 Re: Proposed Single Addition For: Mr. & Mrs. Hague 299 N.E. 99`e Street Miami Shores, Florida 33138 Three signed & sealed revised sheets as per building department comments as follows: AS- 101, A-101, A-201,A-202,E-100,P-101 Supporting documents (signed & sealed where necessary) as follows: Three signed & sealed special inspection forms for reinforced masonry inspection Three signed & sealed special inspection forms for soil compaction inspection Two signed & sealed additional structural calculations: Please note that structural calculations were originally submitted with the permit set f plans. Three copies of response letter. Signed however, seal not required for response letter. Thank You, please call or email this office with any questions. Sincerely: Ralph E Tait, R.A AR95832 ....... • ......... . . . .. . .... ....... 11820 Miramar parkway Suite :121, Miramar Florida 33025 Phone: 954-592-2841 Fam b§44 02-• 302EthaU:gaiebelhouth.net 1 5 Miami Shores Village Building Department 10050 NE 2na Ave. iD Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by 1*A'DvaKad' P orm special inspector services under the Horida Building Code 6t" Edition (2017) and Miami D de C my Administrative Code at the % 29 NF project on the below listed structure as of 2b _ (date). I am a registered architect/professional engineer licensed in the Stateo Florida. Process Number:. *Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) _ Miami Dade County Administrative Code, Article It Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high Zoil raming and Connections welded or bolted mpaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul.Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1.ir(� 2. 3- - 4. 'Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above eitat Ait:n(�nt of the Florida $Building Code and are in substantial accordance with the approval plans. .. . . • • • • . . . ..' **:'.f1�n%&eV)Vrcb4xt NameVA LK T A TA I T. 19 4 gned and Baled Date: / b Address •� :1��-� �[� 44 33o�5 A'111 .... .... .. w ordpa RRLPH TRIT RRCHITECT, INC. Apri130 2018 Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Re: Proposed Addition For: Mr. & Mrs. Hague 299 N.E. 99" Street Miami Shores, Florida 33138 Permit # RC18-984 Dear Sir or Madam, Please find the responses to the building department comments for the permit number referenced above. 1. 1. Health Department approval required. Response: Please see attached health department approval 2. DERM tree section approval required. Response: All trees are existing to remain. 3. Cloud in all changes. Do not remove void sheets from set mark as city copy. Response: Noted. ..... . . . . . .. . ......... . .. ... .. . . . .. . ... . ... . . . • •• . •• . • . • 0 : 0 . . .. .... . • . • • . • • • . . . .. . . . . . . • • • • . . . • • . . .... . . .... . AA26002444 Provide size of existing water heater and water main. Response: Please see updated plumbing sheet. Existing tanidess water heater shall be replaced with an 80 gallon water heater. In addition, please see AS-101 for proposed 1" water service to be 1" Pending Derm and Health Dept. approvals. Response: Noted, please see DERM Approval stamp. Plan review is not complete, when all items above are corrected, we will do a complete plan review. Response: Noted. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawi Response: Noted. STRUCTURAL REVIEWS COMMENTS- 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS -BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS B) CONCRETE BEAMS AND CONCRETE COLUMNS C) ALL BEARING REINFORCED MASONRY WALLS D) WIND LOADS FOR ALL EXTERIOR DOORS AND WINDOWS, SHOW WIND DESIGN PRESSURES ON ELEVATIONS FOR EACH OPENING E) DESIGN LOADS FOR ALL ROOF FRAMING ELEMENTS, SHOW LOAD REACTIONS FOR EACH MEMBER FOR BOTH WIND UPLIFT AND GRAVITY (DL + LL) REACTIONS AT SUPPORTS F) FRAMING ELEMENTS AND CONNECTIONS DESIGNS G) DESIGN OF ALL LEDGER FOR ROOF JOIST AND OR ROOF TRUSS CONNECTIONS AND UPLIFT ANCHORAGE ........ETC. H) DESIGN OF STEEL COLUMNS AND COLUMN BASE PLATES 1) ANALYSIS FOR ROOF DIAPHRAGM LOADINGS IN BOTH DIRECTIONS .. ••• • . . • • .. 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY•yVI1' I 1_610 �y4•0 •• ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAVSIMATME, 0A'FE•AND SEAL ARE REQUIRED ON BOTH SETS Response: Signed & sealed structural calculations were provided dfiring initi'albuildingpdepartment submittal, however additional calculations are have been proxj*d tq Addttiorgto w4at vtal originally submitted. Please see attached. 3. PROVIDE ALL WIND DESIGN PRESSURES (BOTH NMA%IVI AND'EOSITI`iE) FOR 11820 Miramar Parkway Suite 121, Miramar, Florida 33025 Phone: 954-592-2841 Fax: 95i-39j -.7SQj Et aj:rtai.@rt*chtt�nacorn 2 AA26002444 ,ALC-OF DOORS, WINDOWS AND/OR SKYLIGHTS INSTALLED ON THE EXTERIOR ENVELOPE OF THE BUILDING; ON THE ARCHITECTURAL ELEVATIONS; OR ON THE DOOR AND /WINDOW SCHEDULES; OR PROVIDE ELEVATIONS WITH THE NOTED WIND DESIGN PRESSURES AS PART OF THE STRUCTURAL PLANS, IN COMPLIANCE WITH THE HVHZ PROVISIONS OF SECTION 2411.3.1.4, OF THE FBC 6TH EDITION (2017) CODE. Response: Please see sheet S-1 wind load pressures are provided. In addition, please see building elevations. Wind load pressures are indicated for all new exterior doors & windows 4. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 6TH EDITION (2017) CODE Response: Please see attached special inspectors form. B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1. SOIL COMPACTION Response: Please see attached special inspectors form. Sincerely: Ralph E Tait, R.A AR95832. .. ... . . . . . .. . ......... . .. ... .. . . . .. • • •• • •• • • • • • • • • • • • • • • • • 11820 Miramar Parkway Suite 121, Miramar, Florida 33025 Phone: 954-592-2841 Fax: 95i-39 ;15( l•. Elal:rtai:grffct nc.com •• ••• 000 0 0 • ••• • LOOMIS ENGINEERING, INC. STRUCTURAL DESIGN AND FORENSIC INVESTIGATIONS Additional Structural Calculations for the Hague Addition 299 NE 99th Street Miami Shores, Florida Index Roof Rafters Ledger Roof Diaphragm Prepared by: GregoryD. Loomis, P.E. #56148 President r, ? ,. Z- o, a phone: (954)609-8897 Pages 1 2 3 ....... . .. .. . ......... . ............ . ... .... . . . • • • . • • . • . • off icei*8430 1.A�j4 :I# �46 bavie, FL 33324 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . �,,II��S(�CMS^ � S�i-� _ -4�C, it, 1 oU t'r f JOB TITLE LOOMIS ENGINEERING, INC. DATE: STRUCTURAL DESIGN AND FORENSIC INVESTIGATIONS 11 �`�C� crr�•� %�b�.•TN•t i L v • • • • • � s s 0.0 SHEET • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • —,�l' P i Lj i Cal )-f i—j �o..5 )fd r �.i3 = 1.3r A 3 ct 1.. (Aq (,_,I ) 2-�, All L4; Ii,/ V� k f (I = I `1 Cry r,,t L iS•t)�.%� c>,_ S e(lL:t� u j o s•l) F c,, c'.�- , 1,,�, </n: kr-2 ) �ri 11 -11 11�3 4i Si0K- LOOMIS ENGINEERING, INC. STRUCTURAL DESIGN AND FORENSIC INVESTIGATIONS . ......... . JOB TITLE • * • + • • • . • • • • • • • • • • • • DATE ISHETT ••• • • • ••• U 0 7450 Griffin Road, Suite 140 Davie, FI. 33314 Tel: 954-584-6115 Fax: 954-581-2415 E-mail: ppeana@soilprobe.net Soilprobe-Engineering_& Testirig,_Inc. March 20, 2018 Trevor Hague •••• •��••• 299 NE 99th Street : ...... ..:. • 0 0 0 0 Miami Shores FL 33138 • • • • • • • .... RE: Subsurface Investigation . ..... • ...... 0�py . . ..... Proposed Addition 299 NE 99th Street;'•;'; •, . . Miami Shores FL 33138 . . ...... • • • • • • In accordance with your request and authorization, Soilprobe Engineering & TA;Peng; Inc. has completed subsurface exploration and geotechnical studies at the above referenced project site. We explored the general subsurface conditions in order to evaluate their suitability for supporting the proposed residential addition, and to provide recommendations for site preparation and foundation design. Our work included standard penetration test (SPT) borings and engineering analyses. This report describes our explorations and tests, reports their findings, and presents our recommendations developed from the investigation. Our report has been prepared specifically for this project. It is intended for the exclusive use of Trevor Hague, his representatives and/or assigns. Our work has used methods and procedures consistent with local foundation engineering practices. No other warranty, expressed or implied, is made. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. It is in our understanding that the proposed construction will consist of addition and remodeling of west section of existing house. The attached plot plan presents the configuration and existing and proposed construction and approximate locations of our soil tests. The structure will consist of conventional poured in place concrete and concrete masonry unit (CMU). The bearing walls will be supported by shallow spreadfootings designed for an allowable soil bearing capacity of 2,500 PSF. Ground floor concrete slab will be placed on compacted subgrade. The subsurface conditions at the site were explored with two (2), engineering borings advanced to a depth of 14 feet below the existing ground surface. Samples of the in place materials were recovered at frequent intervals with a standard 24 inches split barrel sampler driven into the ground with a 140-pound hammer falling 30 inches. This work was performed on March 15, 2018 following closely procedures recommended in ASTM Method D-1586. Detailed subsurface conditions encountered at the locations and depth explored is presented in the attached logs. Our drillers examined the soil recovered from the SPT sampler and maintained a log for each boring. Soil samples were inspected and classified using nomenclature consistent with the Unified Soil Classification System (USCS). Engineeringis the essence . . . . . . . . . . . . . . . . . . . . . . of science and technology Trevor Hague 299 NE 991' Street March 20, 2018 Page 2 of 3 The soil stratification, shown on the boring logs, is based on examination of recovered soil samples and drillers interpretation in the field. It indicates only the approximate boundaries between•aerl•types. The actual transitions between the adjacent soil strata maybe gradual and indistinct: "" ...... .... ....% A review of boring logs revealed a surfacing layer of topsoil 8 inches thiWt •Below this layer. and . .....0 extending to the borings termination depth, the soil consisted of alternate la3j2ft' a f sanct " soft sandy • sandstone and limestone. Standard penetration resistance, N-value recorded dunn*0the tests indicatect set' • ... . . . ..... condition as loose to medium dense. 000000 so 00...... Groundwater measured at the time of test was found at a depth of apprbxima'tely 9.W feet WOW prevailing grade. Fluctuations in ground water level should be anticipated 0 0 out V year die -ter seasonal variations in rainfall, drainage and other factors. '..'.' Based on our observations, results of boring, and evaluation of the existing soil conditions, it is our opinion that the soil at the site is generally suitable to support the proposed structure on conventional shallow foundations. However, densification of the existing loose sub -soils is required; if they are to support the shallow foundations, in order to avoid excessive settlements that may be detrimental to the structure. The following site preparation procedures are recommended prior to the installation of the foundations: 1. Clear and grub the proposed addition area plus a perimeter of minimum three feet outside the foundation limits removing topsoil, vegetation, roots and any existing improvements. The thickness of the surfacing topsoil with roots to be removed is expected to be approximately 8 inches. Tree roots system shall be entirely removed. 2. Level and compact the building area with a light, 4-tons vibratory roller, such as Dynapac CA- 121 or equivalent in order to densify the existing loose gravelly sand to a minimum 95% of maximum dry density as determined by ASTM Method D-1557. During compacting operation the sandy soil shall have moisture content close to the optimum of approximately 10%. Field density tests shall verify compacting effort prior placing any additional fill. 3. Bring the building pad area to the design grades using clean fill, by placing the soil in layers not exceeding 12 inches in loose thickness. Compact each layer to a minimum 95% of maximum dry density prior placing the next lift of fill. It is our opinion that the addition pad, installed as specified above, will provide an allowable bearing capacity of 2,500 PSF. All compacting effort shall be monitored and tested by a representative of a geotechnical engineer to insure compliance with these recommendations. Trevor Hague 299 NE 99"' Street March 20, 2018 Page 3 of 3 The yard final grading shall divert and convey storm water runoff away from foundation walls by sloping the grade away from structure in order to protect the foundation. Roof gutters also may be installed to collect, convey and discharge the water a minimum 5.00 feet from walls. • • • • . . .... ...... Any modification to the above -recommended procedures should be approved jj�,�oilprgl?jnginee�r��; &Testing, Inc. Further, in order to verify compliance with these specifications" document.construation . procedures used and actual conditions encountered we recommend that Soilprpbt•hpgineCr vg& Testing, • Inc. be retained to test the compacting effort on this project. .... . .. ... ...... . . ..... .... .. .. ...... This office does not accept any responsibility for any conditions that deviatc•trw those described im* this report, nor for the performance of the structures if not given the op�ortuiiity tL paNcipafe lfh • evaluating field problems and related aspect of required soil testing, buikDl pad arld �oundat e)m-: installation, evaluation of field issues and recommend solutions as they arise. '..'.' Due to the fact that soils are generally, naturally deposited material under variable conditions, it must be understood that major subsurface discontinuity may occur within short distances. It is unlikely that the tests used for this investigation revealed all subsurface conditions. Our office does not warrant or imply that the data collected on our log of borings are indicative of the subsurface features; except the locations where borings were taken. If variant or unusual soil conditions are found during construction, please notify this office for further evaluation. It was a pleasure to have had the opportunity to perform this investigation for you, and we hope that you will call on us if we may be of further service. Sincerely, SOILPROBE ENGINEERING & TESTING, INC. PE. Enc. Soil Logs Location Sketch SPT Appendix "A" LOG OF BORING JOB #: Sheet: 1 of 1 Boring: 1 Date: 3/20/18 CLIENT: Travor Hague Date started: 3/15/18 PROJECT: 299 NE 99" St. Miami Shores, FL 33138 Date completed: 3/15/18 LOCATION: See attached location sketch Driller s : PP/JP a� Qz > a y Cn DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. 0.00 01-01, Weeds Dark grey sand, roots Tan sand and rock . • 0 • •. . .. . .... • • .... . . . . •...•• :•...• ..... Grey sand ...... . . ..... . . 00 • . . . . ...... ...... . . . Pale tan sand • • • • • • 0000.0 Tan reddish sand Tan sandy limestone End of test 14'-0" 2 7 23 0'-6" 1'-4" 4'-0" 6'-6" 9'-0" 1.00 3 4 2.00 3 6 22 3.00 3 4.00 3 3 8 24 5.00 4 6.00 3 8 24 7.00 4 4 8.00 5 4 11 24 9.00 6 10.00 8 8 20 24 11.00 10 10 12.00 12 14 31 24 1100 16 15 1a.00 16 15.00 16.00 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesionless Density Cohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard LOG OF BORING JOB #: Sheet: 1 of 1 Boring: 2 Date: 3/20/18 CLIENT: Travor Hague Date started: 3/15/18 PROJECT: 299 NE 99" St. Miami Shores, FL 33138 Date completed: 3/15/18 LOCATION: See attached location sketch Driller s : PP/JP Cz= .� a a DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. 0.00 - 01-01, .www Dark grey sand . . ` .... .... .. • .. . wwww • • ...... Pale grey sand ...... • • wwwww. w ..... w w •• •• ww ww wwwww• Tan reddish sand . . . . ...... . . :..... w • w wwwww• .. . w• w w . . • • • Tan reddish sandy limestone Pale to sandy limestone End of test 14'-0" 2 6 20 0'-6" 1'-6" 3'-8" 5� 5„ 9'-o" g,-0„ 14'-0" 1.00 3 3 2.00 4 4 5 4.00 5 5 14 24 5.00 8 6.00 10 9 20 24 7.00 10 10 8.00 11 11 25 24 900 13 12 10.00 10 14 31 24 11.00 16 15 12.00 16 18 34 24 13.00 17 17 14.00 16 15.00 16.00 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesionless Density Cohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard • . .... ...... SO ij• SOILPROBE ENGINEERING AND Trevor Hague Soil Tests Location Sketch TESTING 299 NE 99 h Street 7450 Griffin Road #140 11 Miami Shores, FL 33138 Davie, FL 33314 Tel. (954) 584-6115 Fax. (954) 581-2415 7450 Griffin Road #140 Davie, Fl. 33314 Tel: 954-584-6115 Fax:954-584-2862 E-mail: ppeana@soi]probe.net soilprobe.net APPENDIX "A" SUBSURFACE EXPLORATION INFORMATION •••• . . .... Our borings describe subsurface conditions only at the locations drilled and at the time drille *A4 providwaQ ...... .' information about subsurface conditions below the bottom of the boreholes. At locations nolksViored, suli%tUace •..•: • conditions that differ from those observed in the borings may exist and should be anticipate! • : • • • The groundwater depth shown on our boring logs is the water level the driller(s) observed it? 0 0 0 0 reholewthe; in • was drilled. These water levels may have been influenced by the drilling procedures. An accp,l-gtc determirtgtion pf • • • • • groundwater level requires long-term observation of suitable monitoring wells. The absenc4gf" a gfoundA ftV%p:cl ..... on certain logs indicates that no groundwater data is available. It does not mean that no growWi"er will be . ...... encountered at that boring location. : ' ; . . •' • • • •: • Standard Penetration Test Borings • • • :•••.: •• • •• • • • • • The Standard Penetration Test (SPT) is a widely accepted method of testing foundation in place. The N-value obtained from the test has been correlated empirically with various soil properties. These empirical correlations allow satisfactory estimates to be made of how the soil is likely to behave when subjected to foundation loads. Tests are usually performed in the boreholes at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation -bearing grade where the soil will be most highly stressed. Boreholes where SPT will be performed are drilled with a truck mounted SIMCO 2800 drill -rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about seven inches in diameter. After the borehole has been advanced to the depth where a SPT will be performed, the soil sampler used to run the test is attached the end of drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D-1586. The sampler has a split -barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weights 140 pounds and falls freely 30 inches. The driller records the number of hammer blows needed to advance the sampler the second and third six-inch increments. The total number of blows required to advance the sampler the second and the third six-inch increments constitutes the test results; that is N-Value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs when 100 hammer blows advance the sampler six inches or less. After the test is completed, the sampler is removed from the borehole and opened. The driller examines and classifies the soil recovered by the sampler. He places representative soil specimen from each test in closed jars or plastic bags and takes them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. Jar samples are retained in our laboratory for thirty days, then discarded unless our clients request otherwise. Hand Auger Borings Hand auger borings are used if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 6 feet) depth, or when access is not available for our truck -mounted or portable mounted drill -rigs. A three inches diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately six inches increments and its content emptied for inspection. Sometimes posthole diggers are used, especially in the upper three feet or so. The soil samples obtained are described and representative samples put in jars or plastic bags and transported to the laboratory for further classification and testing, if necessary. MIAMI-i]ADE Department of Regulatory and Economic Resources e OK�'L j ME Impact Fee Assessment I Process Number: M2018010269-0 Batch: �_ Collection Number: Y Folio: 1132060134580 Site Address: 299 NE 99 ST Fee Payer: Assessment Date: 04/23/2018 Disclaimer Note: ROAD/F/RE/POUPKS impact fees will increase on 101112018 Online Payment available at. https://www8.miamidade.gov/apps/rerlimpactFeesPayments/default.aspx Payment can be made by Credit Card, Cash, Check or Cashiers's Check Payable to Miami Dade County Fee Type Dist Id Category iCat ;Category Description Code !Suffix ,AREA 1.0 5002 100 UNIT SIZE (SQ FT) Report run on: April 23, 2018 08:09 AM ;Units Fee Extended Amount +Deferred f jAmount ' $0.00 7601 $0,9180J $697.68' Assessment Total Amount: $697.68 Deferral Amount: $0.00 Current Balance Due: $697.68 Page 1 of 1 r r A 4E LOOMIS ENGINEERING, INC. STRUCTURAL DESIGN AND FORENSIC INVESTIGATIONS Structural Calculations for the Hague Addition 299 NE 99th Street Miami Shores, Florida Index Pages Wind 1-2 Concrete Beam 3-6 Steel Column 7-8 CMU Wall 9-10 Footing 11-12 Prepared by: Gregory D. Loomis, P.E. #56148 President • • •••• •••••• •••••• •••• •••••• • •••••• •• • ••••• •• •• • •• •••••• • •••••• • • • • • . .. . .. . • • DATF phone: (954) 609-8897 office: 8930 S.R. 84 - # 246 Davie, FL 33324 MecaWind Std v2.2.7.2 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 4/11/2018 Project No. Company Name Loomis Engineering, Inc. Designed By Address Description Miami Shores Addition City Davie Customer Name State Florida Proj Location Miami Shores, FL File Location: C:\Users\gdl\Desktop\Work\Ralph Tait\Miami Shores Addition\Miami Shores Wind.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) • • Basic Wind Speed(V) = 170.00 mph • • • •••• •••••• • Structural Category = II Exposure Category = • • • • • • • Natural Frequency = N/A Flexible Structure = No • • Importance Factor = 1.00 Kd Directional Factor = 0. 8 s' • • • • 0000 • • • • • • Alpha = 9.50 Zg = 900. 04 ft• • • • • • At = 0.11 Bt = 1.00 •••••• • • Am = 0.15 Bm = 0.6,% 0 0000•0 Cc = 0.20 1 = 500.00 'Et•• • ••••• Epsilon = 0.20 Zmin = 15.0444990 •• • ••••• Pitch of Roof = 4 : 12 Slope of Roof(Theta) = 18.43 Deg • • • • HIPPED" Mean Roof Ht = 12.33 ft Type of Roof = HIPPED • • •• ••••:• RHt: Ridge Ht = 14.67 ft Eht: Eave Height = 10.00 St••• • • OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ Jpffit • • ••••�• Bldg Length Along Ridge = 55.00 ft Bldg Width Across Ridge= 24.00 ft **so *0 Length of Hipped Ridge = 30.00 ft Roof Slope on Hip End = 17. 84 •beg• • • • 0 • • • • 0 Gust Factor Calculations ••• ••• 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 = 0.94 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 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 32.03 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 1784.60 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 55 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) ----------- ----------- --------------- ------ Leeward Wall -0.50 -19.38 -7.85 Side Walls -0.70 -24.82 -13.29 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 10.00 0.85 1.00 0.80 32.03 16.01 27.55 35.39 Windward 5.00 0.85 1.00 0.80 32.03 16.01 27.55 35.39 Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.50 -19.38 -7.85 Windward - Max Cp -0.06 -7.40 4.13 Leeward Norm to Ridge -0.57 -21.28 -9.75 Hipped End (.00 to 6.17 ft) -0.90 -30.37 -18.84 Hipped End (6.17 to 12.33 ft) -0.89 -30.12 -18.59 Hipped End (12.33 to 24.67 ft) -0.51 -19.53 -8.00 Overhang Bot (Windward only) 0.80 21.78 21.78 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 18.4 Deg, h/l= 0.22 •••• Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. • • •••••• •••••• MWFRS-Wall Pressures for Wind Normal to 24 ft wall (Along Ridge) •• • :••• •• All pressures shown are based upon ASD Design, with a Load Factor of .6 •••••• • •••• •••••• Wall Cp Pressure Pressure 0000 • • : • • • • ` +GCpi (psf) -GCpi (psf) ---------------------- • • 0000 • • • • • • • • • • • • --------------- ------ Leeward Wall -0.29 -13.54 -2.01 •••••• •• • ••:••• Side Walls -0.70 -24.82 -13.29 • • • • • • • • • • • • • • • • • • Wall Elev Kz Kzt Cp qz Press Press Total : • •: •: • • • • ft psf +GCpi -GCpi +/-GCpi • • • • •••••e • • • • • • Windward 14.67 0.85 1.00 0.80 32.03 16.01 27.55 29.55 • • • •••••• Windward 10.00 0.85 1.00 0.80 32.03 16.01 27.55 29.55 •• • •• • •••••• • • Windward 5.00 0.85 1.00 0.80 32.03 16.01 27.55 29.55 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 6.2 ft -0.90 -30.27 -18.74 Roof: 6.2 ft to 12.3 ft -0.90 -30.27 -18.74 Roof: 12.3 ft to 24.7 ft -0.50 -19.38 -7.85 Roof: 24.7 ft to 59.0 ft -0.30 -13.93 -2.40 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.22 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" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 Gcp Gcp psf psf ----------------------------------------------------------------------- Zone 1 (1 to 19) 2.00 5.00 10.0 1 0.50 -0.90 21.78 -34.59 Zone 1 (20 to 49) 4.00 5.00 20.0 1 0.44 -0.87 19.85 -33.63 Zone 1 (50 to 99) 5.00 10.00 50.0 1 0.36 -0.83 17.30 -32.35 Zone 1 (100+) 10.00 10.00 100.0 1 0.30 -0.80 15.37 -31.39 Zone 2 (1 to 19) 2.00 5.00 10.0 2 0.50 -1.70 21.78 -60.22 Zone 2 (20 to 49) 4.00 5.00 20.0 2 0.44 -1.55 19.85 -55.40 Zone 2 (50 to 99) 5.00 10.00 50.0 2 0.36 -1.35 17.30 -49.02 Zone 2 (100+) 10.00 10.00 100.0 2 0.30 -1.20 15.37 -44.20 Zone 3 (1 to 19) 2.00 5.00 10.0 3 0.50 -1.70 21.78 -60.22 Zone 3 (20 to 49) 4.00 5.00 20.0 3 0.44 -1.55 19.85 -55.40 Zone 3 (50 to 99) 5.00 10.00 50.0 3 0.36 -1.35 17.30 -49.02 Zone 3 (100+) 10.00 10.00 100.0 3 0.30 -1.20 15.37 -44.20 Zone 4 (1 to 19) 2.00 5.00 10.0 4 1.00 -1.10 37.80 -41.00 Zone 4 (20 to 49) 4.00 5.00 20.0 4 0.95 -1.05 36.09 -39.30 Zone 4 (50 to 99) 5.00 10.00 50.0 4 0.88 -0.98 33.84 -37.04 Zone 4 (100+) 10.00 10.00 100.0 4 0.82 -0.92 32.14 -35.34 Zone 5 (1 to 19) 2.00 5.00 10.0 5 1.00 -1.40 37.80 -50.61 Zone 5 (20 to 49) 4.00 5.00 20.0 5 0.95 -1.29 36.09 -47.20 Zone 5 (50 to 99) 5.00 10.00 50.0 5 0.88 -1.15 33.84 -42.70 Zone 5 (100+) 10.00 10.00 100.0 5 0.82 -1.05 32.14 -39.29 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 32.03 psf Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Concrete Beam Design ENERCALC,INC. 19D2010,ver:6.1.03 Description : B-1 Material Properties fc 1/2 = 3.0 ksi fr = fc * 7.50 = 410.79 psi y Density = 145.0 pcf Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7-05 Phi Values Flexure : 0.90 Shear: 0.750 131 = 0.850 Fy -Main Rebar = 60.0 ksi Fy - Stirrups = E - Main Rebar = 29,000.0 ksi E - Stirrups = Stirrup Bar Size # Num of Bars Crossing Inclined Crack = Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 20.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 15.50 ft in this span ADDlied Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.350, L = 0.420 k/ft, Tributary Width = 1.0 ft 40.0 ksi 29,000.0 ksi # 3 2 8"wx20"h Span=15.50 ft Calculations per ACI 318-05 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY ' ' • Maximum Bending Stress Ratio = 0.621 : 1 _ Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu: Applied 38.60 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 62.195 k-ft Max Downward Total Deflection 0.146 in Ratio = 1275 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 7.750ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.216 7.216 D Only 3.961 3.961 D+L 7.216 7.216 D+L+S 7.216 7.216 D+L+Lr 7.216 7.216 _ Shear Stirrup Requirements #3 stirrups (2 legs) at 8.50 in o/c from 0.00 to 2.97 ft along span, Condition : PhiVc/2 < Vu <= PhiVc No Stirrups Required from 3.01 to 12.49 ft along span, Condition : Vu < PhiVc/2 #3 stirrups (2 legs) at 8.50 in o/c from 12.53 to 15.50 ft along span, Condition: PhiVc/2 < Vu <= PhiVc Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.750 38.60 62.20 0.62 +1.40D Span # 1 1 7.750 21.49 62.20 0.35 +1.20D+0.50Lr+1.60L+1.60 H Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Concrete Beam Design ENERCALC, INC. 1983-2010, Ver:6.1.03 ' Description : B-1 Load Combination Bending Stress Results ( k-ft ) Location (ft) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio Span # 1 1 T750 38.60 62.20 0.62 +1.20D+1.60Lr+0.50L • • • • . • Span # 1 1 7.750 24.73 62.20 0.40 • • • • • • + • • • • • Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " DO Location in Span Load Combination "?Apt. IV Defl • •LOCation in Spar?' • • • • D+L+Lr 1 0.1458 7.556 .0000 0.000 .. • • . ; • •c • Loomis Engineering Davie, FL Concrete Beam Design Description : B-2 Material Properties fc 1/2 = 3.0 ksi Phi Values Flexure fr = fc * 7.50 = 410.79 psi Shear Y Density = 145.0 pcf R 1 = Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC & ASCE 7-05 Fy -Main Rebar = 60.0 ksi Fy - Stirrups = E - Main Rebar = 29,000.0 ksi E - Stirrups = Stirrup Bar Size # Num of Bars Crossing Inclined Crack = Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 40.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 15.50 ft in this span Applied Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.350, L = 0.420 klft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum t3enorng Stress Katio = U.IU75: l Section used for this span Typical Section Mu: Applied 26.616 k-ft Mn * Phi: Allowable 141.40 k-ft Load Combination +1.20D+0.50Lr+1.60L+1,60H Location of maximum on span 6.000ft Span # where maximum occurs Span # 1 Title: Miami Shores Addition Job # Dsgnr: Project Desc.: Project Notes 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 8" w x 40" h Span=12.0 ft INC.1983-2010, Ver: 6.1.03 Calculations per ACI 318-05 .. .... .•.... . .•• .... ...... �I • . . . • ...... • 0 see • • • • • • • • 7 00 , Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.004 in Ratio = 37697 0.000 in Ratio = 999 <180 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.553 6.553 D Only 4.033 4.033 D+L 6.553 6.553 D+L+S 6.553 6.553 D+L+Lr 6.553 6.553 Shear Stirrup Requirements No Stirrups Required from 0.00 to 12.00 It along span, Condition : Vu < PhiVcl2 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXlmum BENDINU Envelope Span # 1 1 6,000 26.62 141.40 0.19 +1.40D Span # 1 1 6.000 16.94 141.40 0.12 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 6.000 26.62 141.40 0.19 +1.20D+1.60Lr+0.50L Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Concrete Beam Design Description : B-2 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 6.000 18.30 141.40 0.13 Overall Maximum Deflections - Unfactored Loads Load Combination D+L+Lr Max. " " Defl Location in Span Load Combination 1 0.0038 INC.1983-2010, Ver. 6.1.03 • Mex.++" DO Location in Span • •• • •••• • 0.000 .•...Q.0000 ••;• •••.;• • •••• • ••••• •••••• •• • ••••• •• •• • •• •••••• • • • • • •••••• • • •e • Loomis Engineering Davie, FL Steel Column Description : Col 1 General Information Steel Section Name: HSS6X6X1/4 Analysis Method: 2006 IBC & ASCE 7-05 Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination : Allowable Stress Applied Loads Column self weight included: 227.84 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 12.0, L =15.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega: Allowable Mu-x : Applied Mn-x / Omega : Allowable Mu-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H Maximum Reactions - Unfactored Load Combination Title: Miami Shores Addition Job # Dsgnr: Project Desc.: Project Notes : INC.1983.2010, Ver: 6.1.03 Code Ref : AISC Manual 13th Edition Overall Column Height 12.0 ft Top & Bottom Fixity Top & Bottom Pinned• • • • . •••• •••••• Brace condition for deflection (buckling) aI&hQ0luJns : 0000 • • X-X (width) axis : Unbraced Length for X4 "% Buckling -- J :% K =1.0 • • • . ; Y-Y (depth) axis: Unbraced Length for YjJ a%Buckling = 12 4, K =1.0 .••••• Service loads entered. Load Factors will be appliViDp calculations. �N • 0-00-69 ..... • • • • . . • . . . . ...... 0.2944 : 1 Maximum SERVICE Load Reactidrys•' ; • • • ;""; +D+L+H Top along X-X 0.0 k • 0.0 ft Bottom along X-X 0.0 k Top along Y-Y 0.0 k 27.228 k Bottom along Y-Y 0.0 k 92.482 k 0.0 k-ft Maximum SERVICE Load Deflections ... 20.120 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination 0.0 k-ft 20.120 k-ft Along X-X 0.0 in at 0.0ft above base for load combination 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.132 PASS 0.00 ft 0.000 0.294 PASS 0.00 ft 0.000 0.132 PASS 0.00 ft 0.000 0.254 PASS 0.00 ft 0.000 X-X Axis Reaction Y-Y Axis Reaction @ Base @ Top @ Base @ Top D Only L Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft Steel Section Properties : HSS6X6X1/4 Max. Y-Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Steel Column ENERCALC,INC. 1983-2010,Ver.6.1.03 ' Description : Col 1 Steel Section Properties : HSS6X6X114 Depth = 6.000 in Ixx = 28.60 in^4 J = 45.600 inA4 Web Thick = 0.000 in S xx = 9.54 inA3 Flange Width = 6.000 in R xx = 2.340 in Flange Thick = 0.250 in ; ,' 0 Area = 5.240 in"2 I yy = 28.600 in14 • • • 0000 ' • Weight = 18.986 pif Syy = 9.540 inA3 •••••• •••• •••••• Ryy = 2.340 in 00000• • • • Ycg = 0.000 in ...••. •• . . •.:•.� • • • • ••••.•00 000000 • • • .. . • • • • • • • S u )@(Load 1 x 6.00in Loads are total entered value. Arrows do not reflect absolute direction. Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Masonry Slender Wall ENERCALC, WC.1983-2010,yer:6.1.03 Description : Typ. CMU Wall General Information Construction Type Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nominal Wall Thickness Fy - Yield = 24.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.50 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 11.50 ft B Parapet height = 0.0 ft - Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support 0.0 in Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads Code Ref: ACI 530-05/MSJC 2005 Sec. 3.3.5 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = . * 150 3.750 in 1/9 1 0.6020 Minimum Vertical Steel . _ •• • boob 6.0 ••m••• boom boob.. 48.0 in • m•mm•• boob.• boom • boob.• .b•. •boob boob.• .. . boob. .. b. . .. boob.. •boob. DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load S : Snow Load 0.0 0.0 0.0 0.0 k/ft 0.350 0.0 0.420 0.0 k/ft Full area WIND load 39.0 psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Fp 1.0 = 25.0 Psf Seismic Wall Lateral Load 25.0 psf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check +0.90D+1.60W PASS Service Deflection Check D + L + W + S/2 PASS Axial Load Check +1.20D+0.50Lr+1.60L PASS Reinforcing Limit Check +1.40D PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio 0.9746 Max Mu 1.039 k-ft Phi * Mn 1.067 k-ft Min. Defl. Ratio 712.89 Max Allow Ratio 150 Max. Deflection 0.1936 in Clear Ht. / Ratio 0.920 in Max Pu / Ag 19.953 psi 0.06 * f c 300.0 psi Max As/bd 0.002444 As/bd = 0.6 * pbal 0.01770 Mcracking 0.4343 k-ft Minimum Phi Mn 0.7502 k-ft Maximum Reactions ... for Load Combination.... Top Horizontal D + U + W + S/2 224.79 Ibs Base Horizontal W Only 224.25 Ibs Vertical Reaction D + U + W + S/2 1.403 k Loomis Engineering Davie, FL Title: Miami Shores Addition Job # Dsgnr: Project Desc.: Project Notes Masonry Slender Wall ENERCALC, INC. 1983-2010, Ver: 6.1.03 Description : Typ. CMU Wall Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.06*fc*b*t Mcr +1.40D at 4.60 to 4.98 1.021 +1.20D+0.50Lr+1.60L at 4.98 to 5.37 1.522 +1.20D+1.60L+0.50S at 4.98 to 5.37 1.522 +1.20D+1.60Lr+0.50L at 4.98 to 5.37 1.060 +1.20D+1.60Lr+0.80W at 5.37 to 5.75 0.825 +1.20D+0.50L+1.60S at 4.98 to 5.37 1.060 +1.20D+1.60S+0.80W at 5.37 to 5.75 0.825 +1.20D+0.50Lr+0.50L+1.60W at 5.37 to 5.75 1.035 +1.20D+0.50L+0.50S+1.60W at 5.37 to 5.75 1.035 +1.20D+0.50L+0.20S+E at 5.37 to 5.75 1.035 +0.90D+1.60W at 5.37 to 5.75 0.619 +0.90D+E at 5.37 to 5.75 0.619 Design Maximum Combinations - Deflections Axial Load Load Combination Pu k D + L + Lf at 5.37 to 5.75 1.107 D + L + W at 5.37 to 5.75 1.107 D + L + W + S/2 at 5.75 to 6.13 1.086 D + L + S + W/2 at 5.37 to 5.75 1.107 D+L+S+E/1.4 at 5.37 to 5.75 1.107 D + 0.5(L+Lr) + 0.7W at 5.37 to 5.75 0.897 D + 0.5(L+Lr)+ 0.7E at 5.37 to 5.75 0.897 Reactions - Vertical & Horizontal Load Combination D Only S Only W Only E Only D+Lr+Lf D+Lf+S D+Lf+W+S/2 D+Lf+S+W/2 D+Lf+S+E/1.4 Moment Values 0.6 * Mu Phi Phi Mn As As Eff As f3,Vip. Rho:bal k-ft k-ft inA2 in12 • • 16.560 0.43 0.00 0.90 1.30 0,110 • • • u � 0.0024• • . 0.0177 • • 16.560 0.43 0.00 0.90 1.57 0.110 0.046 0.017 ' 16.560 0.43 0.00 0.90 1.57 0.110 • • • g.4i3 0.0024• 0.0171 • 16.560 0.43 0.00 0.90 1.32 0.110 • • A.t %4 000 24• o 0.017T • • • 16.560 0.43 0.52 0.90 1.20 0.110 • • e.144 OU024 0.017r •; • • • 16.560 0.43 0.00 0.90 1.32 0.110 ";1.1,0 O�12.4 ' . 0.017f "" 16.560 0.43 0.52 0.90 1.20 0.110 0 144 0 0024 0 0.0177 * • • : • 16.560 0.43 1.06 0.90 1.31 0.110 E.1 i 0.0024 0.0177 • • • • 16.560 0.43 1.06 0.90 1.31 0.110 • 0.153 Oj624• •' 0.017: • 16.560 0.43 0.41 0.90 1.31 0.110 '..6.1Q O.OpV • 0.017:•"" • 16.560 0.43 1.05 0.90 1.09 0.110 0.136 0 O624� • • 0.0177 16.560 0.43 0.41 0.90 1.09 0.110 0.136 0.0024 0.0177 Moment Values Stiffness Deflections Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k-ft k-ft in^4 in14 inA4 in 0.43 0.00 331.10 28.72 331.100 0.000 .# 0.43 0.00 331.10 28.72 28.722 0.000 0.0 0.43 0.66 331.10 28.60 47.138 0.194 712.9 0.43 0.32 331.10 28.72 331.100 0.017 8,018.4 0.43 0.30 331.10 28.72 331.100 0.016 8,756.1 0.43 0.45 331.10 27.48 172.999 0.031 4,444.5 0.43 0.29 331.10 27.48 331.100 0.015 8,942.9 Base Horizontal Top Horizontal Vertical @ Wall Base 0.0 Ibs 0.00 Ibs 0.982 k 0.0 Ibs 0.00 Ibs 0.000 k 224.3 Ibs 224.25 Ibs 0.000 k 143.8 Ibs 143.75 Ibs 0.000 k 0.0 Ibs 0.00 Ibs 1.402 k 0.0 Ibs 0.00 Ibs 1.402 k 223.7 Ibs 224.79 Ibs 1.403 k 112.1 Ibs 112.18 Ibs 1.402 k 102.6 Ibs 102.72 Ibs 1.402 k Loomis Engineering Davie, FL Wall Footing Design Description : WF-16 General Information Material Properties fc : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (D Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Overturning Safety Factor = AutoCalc Footing Weight as DL Dimensions Title: Miami Shores Addition Dsgnr: Project Desc.: Project Notes Job # ENERCALC, INC.1983-2010, Ver: 6.1.03 Calculations per ACI 318-05 Soil Design Values 3.0 ksi Allowable Soil Bearing = 60.0 ksi Increase Bearing By Footing Weight = ` 3,122.0 ksi Soil Passive Resistance (for Sliding) 145.0 pcf Soil/Concrete Friction Coeff. - 0.90 • • "" 0.850 Increases based on footing Depth ...:.. Reference Depth below Surface 0.00140 Allow. Pressure Increase per foot of depth 0.00180 when base footing is below •'=' • 1.50 : 1 Increases based on footing Width 1.50 : 1 Allow. Pressure Increase per foot of width • • • Yes when footing is wider than • • •� • • • . e Reinforcing ` s Footing Widtl = 1.330 ft Footing Thicknes = 12.0 in Bars along X-X AA9 • Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete.. Number of Bars Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size from center of footing = 0 in 8" Z i ...... ....... ....... ....... X , w . sees sees... v 8" 4-#Sears P-3-P5116" X Z 2.5Q9 "f 256.b. - 0.3p •' •eee 0.0 ft A G kofe •0.0 ft '0.0 •KSf 0.0 4t sees.. Applied Loads D Lr L S W E H P : Column Load = 1.250 0.0 0.420 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf V-x = 0.0 0.0 _ 0.0 0.0 0.0 0.0 0.0 k M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing DESIGN SUMMARY • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5603 Soil Bearing 1.401 ksf 2.50 ksf +D+L+H PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.007915 Z Flexure (+X) 0.09937 k-ft 12.555 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.007915 Z Flexure (-X) 0.09937 k-ft 12.555 k-ft +1.20D+0.50Lr+1.60L+ PASS n/a 1-way Shear (+X) 0.0 psi 93.113 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a 1. Loomis Engineering Title: Miami Shores Addition Job # Dsgnr: Davie, FL Project Desc.: Project Notes Wall Footing Design ENERCALC,INC. 1983-2010,ver:6.1.03 Description : WF-16 Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress ActjaW Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X • -X • .. Ratio . •.... Z-Z, +D 2.50 ksf 0.0 in 1.085 ksf..' t085 ksf .... 0.434 Z-Z, +D+L+H 2.50 ksf 0.0 in 1.401 k 401 ksf • 0.5600 • . . ; • Z-Z, +D+Lr+H 2.50 ksf 0.0 in 1.085 ks • .085 ksf 0.434 Z-Z, +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 1.322 k9' ••T322 ksf ' 0.52�:....; Overturning Stability 60969, •& • Rotation Axis & "'' ' • •:". Load Combination... Overturning Moment Resisting Moment 6teb4ity Ratio • • Ctatus • • • • • Footing Has NO Overturning • • • • ' •' "";' Sliding Stability • • • • • • • Force Application Axis : • • • : • • Load Combination... Sliding Force Resisting Force Sliding$%WtyRatid Status :..••: Footing Has NO Sliding • • • • • • Footing Flexure Footing Flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top ? As Req'd Gvrn. As Actual As Phi'Mn Status Z-Z, +1.40D 0.08351 k-ft -X Bottom 0.0027 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK Z-Z, +1.40D 0.08351 k-ft +X Bottom 0.0027 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.09937 k-ft -X Bottom 0,0033 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.09937 k-ft +X Bottom 0.0033 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK Z-Z, +1.20D+1.60Lr+0.50L 0.08027 k-ft -X Bottom 0.0026 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK Z-Z, +1.20D+1.60Lr+0.50L 0.08027 k-ft +X Bottom 0.0026 in2/ft Calc'd Bendinq 0.3100 in2/ft 12.555 k-ft OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Phi'Vn / Vu Status +1.40D 0.0 psi 0.0 psi psi 0.0 psi 93.113 psi 0.0 OK +1.20D+0.50Lr+1.60L+1.60H 0.0 psi 0.0 psi psi 0.0 psi 93.113 psi 0.0 OK +1.20D+1.60Lr+0.50L 0.0 psi 0.0 psi psi 0.0 psi 93.113 psi 0.0 OK BUILDING Miami Shores Village RECEIVED BuildingDepartment p Nov 16 2010 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 n, 4--1 Tel: (305) 795-2204 Fax: (305) 756-8972 0 1_ \`!/�// INSPECTION LINE PHONE NUMBER: (305) 762-4949 ^n FBC 20F+ Master Permit No. M k p0- g g PERMIT APPLICATION Sub Permit No. �UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ❑ MECHANICAL [:]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION j�SHOP n �% p n-�-CONTRACTOR i 7T�" DRAWINGS JOB ADDRESS: 9 9 'v l S�W ` City: Miami Shores County: Miami Dade Zip: 3 \ 3 t Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: /Flood Zone: BFE: I - FFE: q OWNER: Name (Fee Simple Titleholder):TMOC A (`(N5Akt� UZ, Phone#: Address: C�j t po �,,\,5tc � City: �QiJ1/\�l/\ S`^QCK, CS State: R J Zip: �3�3 Tenant/Lessee Name: I\/ Email: �1 1 S��` ® 0'0 ` CO I ACTOR: Company Name: Address: City: Qualifier Name: ation or Reg Address: a —1 C-- Value of Work for this Permit: Type of Work: 91 Addition Description of Work: one#: #: \ Certificaw f Compe%ticv #: Phony#:' �5 )�0�2� ' t`0�' l� City: 1�6 Cc \eA \ State: _fiL Zip: -7330\ Q 'yU Square/Linear Footage of Work: ❑ Alteration ❑ New &—(it U 31 r\G .� r) T ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: L Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $, Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ 6Tj 1 Bonding Company's Na f applicable) Bonding Compa Address City t` ate Zip Mortgage Lender's Name (if.applicable) Mortgage Lender's Address City State 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signat e NER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing strument was acknowledged befdre me this — / day of / 110 Ve7t-c � , 20 J by day o 7U(,C who is personally known to me or who has produced 14.2o o._ 5i / 3 `i —$ )—Qs me or who has produced _ identification and who did take an oath. D V c-l", identification and who did �`71 zz 11za- NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: �Q er^If7 0 Print: Seal: Seal: , by who is iersonally known to as CATHERINE A. DUFFIN / \ Notary Public -State of Florida 1 • mtl ********** s� w*Afro p G 2% * nes # It"1 Bondcd through National Notary Assn. APPROV Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 15�OREs eggs ms�- �� Miami Shores Village Building Department o 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 - Fax; (305)756-8972 RECEIPT PERMIT #: �C (�S " �� O DATE: I, �k Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) Address: o m S,C (' Qi(" vk� Q."� S`n S (1,35138 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: _ PERMIT CLERK INITIAL: Q)CL� RESUBMITTED DATE: I 2 � I P) PERMIT CLEARK INITIAL: 5ORes�� Miami Shores Village Building Department 10050 NE 2"d Ave. OR Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 11/27/2018 Permit No.: RC18-984 Project Address: 299 NE 99 STREET Page I of I 1. THE FINAL SHOP DRAWINGS SHALL BE REVIEWD AND APPROVED BY ARCHITECT OR STRUCTURAL ENGINEER OF RECORD BEFORE BEING RE- SUBMITTED TO THE BUILDING DEPARTMENT. THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD MUST SPECIFY THAT THESE SHOP DRAWINGS AND SPECIAL;TY ENGINEER'S DESIGNS CRITERIA COMPLY WITH HIS/HER ORIGINAL DESIGN AND LOADING CONDITIONS FOR THE DESIGN OF HIS/HER PROJECT SPECIFICATIONS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE s'nL0VLNP 9H d Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 ;FOR DALLAS TRUSS Tel: (305) 667-6797 L AL D _ 91OMPAN,, L4X. Fax: (305) 667-0592 Re: 18J20: HAGUE RESIDENCE Site Information: Project Customer: IMBURGIA CONSTRUCTION Lot/Block: Site Name: 299 NE 99 STREET Site Address: MIAMI SHORES St: FL Zip: Job Name: HAGUE RESIDENCE Subdivision : . ...... . ...... General Truss Engineering Criteria & Design Loads (Individual Truss Desig q.Qrawings Show..... • Special Loading Conditions): • • : • • : • • •: • • • • : • • • Design Code: FBC2017/TP12014 Design Program: 8.21 Mar 12 2018 Roof Load: 55.0 psf Floor Load: • N/A. . .: - Wind Code:ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph : • : • • • • ••: • This package includes 14 individual, dated Truss Design Drawings and 0 Addifi 41 brawir�gs With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and thissirrdex sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 10/30/18 CJ11 A0037754 2 10/30/18 CJ11A A0037755 3 10/30/18 1-11 A0037756 4 10/30/18 H2 A0037757 5 10/30/18 H3 A0037758 6 10/30/18 H4 A0037759 7 10/30/18 HG1 A0037760 8 10/30/18 HG2 A0037761 9 10/30/18 J2 A0037762 10 10/30/18 J4 A0037763 11 10/30/18 J6 A0037764 12 10/30/18 J8 A0037765 13 10/30/18 T1 A0037766 14 10/30/18 T2 A0037767 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. ('UCTURAL REVI �,r 'ROVED _ _ LEA'F OACCEKW A9 Nd1Es REVIEWAND A0001111WWORN0PAIN, INJIM,'OI�YANDIE NOT FOR DN9004S, OLJANTT M& OR REED CONDMON4 Wr ICH ARE TM IDOLA RESPONSMWY OF THE CONTRACTOR, NO 04ANOW CA DEVIM71ONs1< FROM TIM CONTRACT DOCUMWS ARE ACCEPTED UNLESS WN a CLEARLY DENn9W AS SUCH AND EACH M SPECF CALLY ACCEPTED OR REJECTED. AM' ACCEPTED CK4ME OR DEVIATION M SUBJ= TO A REDNCTON OF TM G0KffiA0 i4UW OUX ............ OCT 0 201 JQSE I1'�' uctura salting 1 . c.th Street H'sG.ieah, FL 3010 phone (3C15) 667-6797 (Florida P.E- 031509) Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delive ty 7035 44 Miami, Miami, FL..33155 , IMBURGIA CONSTRUCTION Job Number: 18J20 (305) 667-6797 Fax: (305) 667-0592 12555 BISCAYNE BLVD. #888 NORTH MIAMI, FL 33181 Page: 1 Date: 10/30/18 15:38:33 Project: HAGUE RESIDENCE Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 299 NE 99 STREET Account No: 095301084 Designer: / Name: Phone: (305) 940-6957 Salesperson: JAVIER VILLEGAS Fax: MIAMI SHORES, FL 33155 Quote Number: P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 11-03-00 OA Hght: 02-05-13 1 r 1 1 CJ11 DIAGONAL HIP 2,12 • • 2X4/2X4 •••••• 11-03-00 OA Hgkt•024-13 • • • 3 CJ11A DIAGONAL HIP 2,12 • • • • • • •••••• • •2 2X4/2X4 • •••••• 26-04-00 OA .g�t��l• 15 i • • • •3 _i 1 HI 2X4/2X4 HIP 3 .00 • • • • •••/i • ••••• • • OA H jht103-04�-15 • 0 0 • • **0094 H2 2X4/2X4 HIP 3.00 •••••• • • • 26-04-00 OA Hglu: 02- 1-15 : • • • • • i —� H3 2X4/2X4 HIP 3.00 • • • •• • •• • • • • • • • • • 26-04-00 OA Hght. 03-05-15 • • • 6 H4 2X4/2X4 HIP 3.00 26-04-00 OA Hght 02-05-15 7 HG1 HIP GIRDER 3.00 2X4/2X6 26-04-00 OA Hght: 02-05-15 g 1 HG2 HIP GIRDER 3.00 2X4/2X6 8 J2 02-00-00 CORNER JACK 3.00 OA light 00-11-I5 9 "—' 2X4/2X4 �i 04-00-00 OA light. 01-05-15 lO 8 J4 CORNER JACK 3.00 2X4/2X4 `'== -`- 06-00-00 OA Hglrt: O1-11-15 11 - 8 J6 CORNERJACK 3.00 2X4/2X4 O$-00-00 OA light: 02-05-15 12 12 J$ JACK -CLOSED 3.00 2X4/2X4 26-04-00 OA light: 03-09-07 13 15 T1 2X4/2X4 COMMON 3.00 26-04-00 OA Hghc 0.3-09-07 � 14 2 T2 2X4/2X4 COMMON 3.00 Fort Dallas Truss Co. LLC• 7035 SW 44 St. To: Delivery Miami, FL. 33155 IMBURGIA CONSTRUCTION Job Number: 18J20 (305) 667-6797 Fax: (305) 667-0592 12555 BISCAYNE BLVD. #888 NORTH MIAMI, FL 33181 Page: 2 Date: 10/30/18 15:38:35 Project: HAGUE RESIDENCE Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 299 NE 99 STREET Account No: 095301084 Designer: Name: Phone: (305) 940-6957 Salesperson: JAVIER VILLEGAS Fax: MIAMI SHORES, FL 33155 Quote Number: P.O. Number: The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. JQ� E • turn •••••• Truss Design Engineer's Name: Jose Martinez, P.E. consulting I";" Sir •• 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) t fit.. 331�1 ...... �,C, 6c)-1-611 7 Goose: Phones I,v 1 i . NOTE: The seal on these drawings indicate acceptance of �Florlc+�. Q3:`'9g;`e G.... professional engineering responsibilty for the truss ...... .... e • ....0 components shown. losses• Gee• : 0e0e00 Engineers Name :so:*: • Date • • •00*00 • • •• • •• • o e 1 18J20 CJ11 I Diagonal Hip Girder 11 1 1 CONSTRUCTION 1 8.210 s Mar 12 2018 MiTek Industries I D:igl?yezDW Kwi3rDnNBmyMAyQ9en-9p1 GLHeys2WweObC_I 7-1-9 11-3-( 3-9-15 4-1-7 Scale = 1:18.2 3x4 II 4 5 2x4 II • ••••• •••• ••••• • • • • • •• •• •• • •••••• • •••••• • • 2-9-15 3-3-10 7-1-9 • 1I-0-3 • • aaa 2-9-15 0-5-11 3-9-15 3-10-10 2-1. Plate Uttsets (X Y)-- [4:0-2-0,0-0-12] [7:0-3-0 0-2-121 • • . — - • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • PLATES• • -GRIP • • • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.03 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7=939/0-11-5 (min. 0-1-8), 7=939/0-11-5 (min. 0-1-8), 9=796/0-8-0 (min. 0-1-8) Max Horz 9=234(LC 4) Max Uplift7=-557(LC 8), 9=-576(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-773/788, 2-3=-1119/538, 4-7=-444/348 BOT CHORD 1-11=-756/785, 9-11=-756/785, 9-12=-756/709, 8-12=-756/709, 8-13=-704/1072, 7-13=-704/1072 WEBS 2-9=-704/501, 2-8=-635/1115, 3-7=-1037/693 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 7 and 576 lb uplift at joint 9. 5) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Trapezoidal Loads (plf) Vert: 1=-0(F=45, B=45)-to-4=-248(F=-79, B=-79), 4=-188(F=-79, B=-79)-to-5=-194(F=-82, B=-82), 1=-0(F=10, B=10)-to-6=-56(F=-18, B=-18) A0037755 18J20 CJ11A DIAGONAL HIP GIRDER 3 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:05 2018 Page 1 1 D: ig I?yezD W Kwi3rDn N BmyMAyQ9en-dOaeZdead Len FXAPYUNiZ7gYNOan Fr5ywsW SOVyOBnn 3-3-10 7-1-9 11-3-0 Scale = 1:18.2 3x4 11 4 5 9 •••• • ••••S 2x4 II • ••••• •••• ••••• •• •• •• • •••••• • 2-9-15 1 3-3-10 7-1-9 • • •11-3-0 • 2-9-15 6-5-11 3-9-15 • -4-1-7 • ri Plate Offsets (X,Y)-- [4:0-2-0 0-0-12], 7:0-3-0,0-3-0 • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • -GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) 0.04 8 >999 360 MT20 " 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 j Code FBC2017/TP12014 Matrix-S Weight: 50 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=939/Mechanical, 9=796/0-11-5 (min. 0-1-8) Max Horz 9=234(LC 4) Max Uplift7=-683(LC 4), 9=-731(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-733/788, 2-3=-1119/691, 4-7=-444/350 BOT CHORD 1-11=-756/745, 9-11=-756/745, 9-12=-756/669, 8-12=-756/669, 8-13=-853/1072, 7-13=-853/1072 WEBS 2-9=-704/576, 2-8=-834/1115, 3-7=-1037/835 Structural wood sheathing directly applied or 5-3-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 7 and 731 lb uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Trapezoidal Loads (plf) Vert: 1=-O(F=45, B=45)-to-4=-248(F=-79, B=-79), 4=-188(F=-79, B=-79)-to-5=-194(F=-82, 8=-82), 1=-O(F=10, B=10)-to-6=-56(F=-18, B=-18) -Job russ russ Type ty y MBURGIA CONSTRUCTION A0037756 18J20 H 1 Hip 1 1 Job Reference (optional) 2-4-0 ID:igl?� 10-0-0 13-2-0 16-14 3-10 3-2-0 0.0 I b IVIdl I N IO IVII IeK IF IUUS[rleS. IIIG. I 3-10-0 13-1 I J:4L:uu eu i b rage i Scale = 1:44.3 3.00i12 4x5 % 4x5 = 4 3x4 = 4x5 = 6 4x5 7 2x4 2 16 N _ 0 1 173 18 4 19 28x4 11 N 9 1 p 3x4 = 0 • • • O? • • • � � 20 15 5x6 = 21 14 3x4 = 13 3x8 = 22 • • 3x4 • 12 11 23•••••• • 10 24 •••••• 3x8 = 3x4 = 000000 51— • • •••••• • • •••••• •••• • ••••• • • •••••• •••• ••••• •• •• •• • •••••• • 2-0-0 2-4-0 10-0-0 16-4-0 24-0•0 • • • 2q-J-0 26-4-0 • —~• ~'• ••• 2-0-0 0-4'0 7-8-0 6-4-0 7-8--a •q 2-0-0 Plate Offsets (X,Y)-- [3:0-1-8 0 2 0] [7:0-1-8 0-2-01 [10:0-3-0 0-3-01,[1 5:0-3-0 0-3-01 • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • • • • • • • PLATESGRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.16 12-13 >999 360 MT20 • • • 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.33 13-15 >795 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 124 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [b, stallation ouide. n�m%' I vulva. (Iu/bile/ I0= 1406/U-O-V (min. u-1-11), 1 U=14bd/U-b-U (min. U=1-11) Max Horz 15=-99(LC 11) Max Upliftl5=-916(LC 6), 10=-916(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-476/578, 2-16=-371/529, 16-17=-369/531, 3-17=-362/554, 3-4=-2220/1290, 4-5=-2124/1293, 5-6=-2124/1293, 6-7=-2220/1290, 7-18=-362/554, 18-19=-369/531, 8-19=-371/529, 8-9=-476/578 BOT CHORD 1-20=-529/468, 15-20=-529/468, 15-21=-1097/1987, 14-21=-1097/1987, 13-14=-1097/1987, 13-22=-1195/2285, 12-22=-1195/2285, 11-12=-1034/1987, 11-23=-1034/1987, 10-23=-1034/1987, 10-24=-529/468, 9-24=-529/468 WEBS 2-15=-364/352, 3-15=-2245/1649, 3-13=-42/309, 5-13=-340/250, 5-12=-340/250, 7-12=-43/309, 7-10=-2245/1649, 8-10=-364/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 5-9-1, Exterior(2) 5-9-1 to 20-6-15, Interior(1) 20-6-15 to 23-4-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 916 lb uplift at joint 15 and 916 Ib uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 18J20 IH2 Hip 1 1 1 IMBURGIA A0037757 FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:07 1 D:igl?yezDW Kwi3rDnNBmyMAyQ9en-aOiP_lgr9zuVVrKnfvPAeYlv5CDhjfKFNA' 2-4-0 7-2-0 12-0-0 14-4-0 19-2-0 24-0-0 26-4-0 2-4-0 4-10-0 4-10-0 2-4-0 4-10-0 4-10-0 2-4-0 3.00 12 4x5 = 4x5 = Scale = 1:45.1 Lo 3x6 = oxy 3 4 3x4 7 2 8 3x6 ; 21 N co 0 1 2 19 - 3 9• co 10 •••••� c o — — J • 1cb • o 3x4 = 22 23 16 24 13 • • •. i5i • • • 26 r• • 18 17 15 14 12 11 • 3x6 I I 5x6 = 4x5 = 3x4 = 3x4 = 4x5 = 5x6 = • • • • • • 3ro I I • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • 2-0-0 2-470 7-2-0 12-0-0 14-4-0 19-2-0 • o • VM0 2�- -0 o 26-4-0 • 2-0-0 0-4-0 4.10-0 4-10-0 2-4-0 4-10-0 4-1 -0 •_•_•-� 2-0-0 •••• Plate Offsets (X,Y)-- [2:0-2-0,0-1-8] [9:0-2-0,0-1-81, 12:0-3-0,0-2-0 , [17:0-3-0,0-2-01 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • PLATES • • • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.18 15-17 >999 360 MT20 •' • 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.24 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 124 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1453/0-8-0 (min. 0-1-11), 11=1453/0-8-0 (min. 0-1-11) Max Horz 18=117(LC 10) Max Upliftl8=-890(LC 6), 11=-890(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-380/&021 2-19=-2289/1165, 3-19=-2235/1176, 3-4=-2039/1178, 4-5=-1982/1189, 5-20=-1930/1201, 6-20=-1930/1201, 6-7=-1982/1189, 7-8=-2039/1178, 8-21=-2235/1176, 9-21 =-2289/11 65, 9-10=-380/602 BOT CHORD 1-22=-550/377, 18-22=-550/377, 18-23=-550/377, 17-23=-550/377, 16-17=-1098/2169, 15-16=-1098/2169, 15-24=-933/1930, 14-24=-933/1930, 13-14=-1018/2169, 12-13=-1018/2169, 12-25=-550/377, 11-25=-550/377, 11-26=-550/377, 10-26=-550/377 WEBS 2-18=-1317/931, 2-17=-1414/2233, 3-17=-289/313, 3-15=-421/348, 8-14=-421/348, 8-12=-289/313, 9-12=-1414/2233, 9-11=-1317/931 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 7-9-1, Exterior(2) 7-9-1 to 18-6-15, Interior(1) 18-6-15 to 23-4-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint 18 and 890 lb uplift at joint 11. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,job russ runs ype ty y CONSTRUCTION � 18J20 H3 Hip 1 1 �IMBURGIA A0037758 —1T I I Job Reference o tional AS TRUSS MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:08 2018 Page 1 I D: ig I?yezDW Kwi3rDnNBmyMAyQ9en-2bGnBehTwGOM6?vzDcwPBm I3pbXQS9BOcq k6dgyOBnj 2-4-0 7-6-0 10-0-0 13-2-0 16-4-0 20-2-0 24-0-0 26-4-0 2-4-0 5-2-0 2-6-0 3-2-0 3-2-0 3-10-0 3-10-0 2-4-0 Scale = 1:44.3 _ 45 = 4x5 = 3.00 12 3x4 = 2x4 II 5x6 = 5x8 = 5x12 = • •••••• • • •••••• •••••• Y••• ••••• •• •• •• • •••••• 2.4-,0 7-6-0 10-0-0 • •••••• • • 16-4-0 24-QO • � 26-4 0• 2-0-0 0'-4-0 5-2-0 2-6-0 r-04 • 6-4-0 7-8-0 •• Q rp 2--n-0 Plate Offsets (X,Y)-- [7:0-2-8,0-1-121, [10:0-3-0,0-2-121, [11:0-6-0,0-3-01, [12:0-2-0,0-3-01, [13:0-3-0,0-3-01 • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d • • • PLANES• • • • GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.26 10-11 >775 360 MT20 • • 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.28 10-11 >699 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=321/0-8-0 (min. 0-1-8), 13=1486/0-8-0 (min. 0-1-12), 10=1099/0-8-0 (min. 0-1-8) Max Horz 14=-99(LC 11) Max Upliftl4=-237(LC 10), 13=-1234(LC 6), 10=-1053(LC 7) Max Grav 14=385(LC 27), 13=1486(LC 1), 10=1099(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-475/653, 2-15=-899/578, 15-16=-893/611, 3-16=-888/669, 3-4=-341/599, 4-5=-284/593, 5-6=-1104/1812, 6-7=-1183/1818, 7-17=-194/576, 17-18=-205/552, 8-18=-219/550, 8-9=-221/597 BOT CHORD 1-19=-600/467, 14-19=-600/467, 14-20=-600/467, 13-20=-600/467, 13-21=-593/988, 12-21=-593/988, 12-22=-1118/870, 11-22=-1118/870, 11-23=-1544/1223, 10-23=-1544/1223, 10-24=-548/199, 9-24=-548/199 WEBS 2-14=-300/292, 2-13=-487/527, 3-13=-1324/1766, 3-12=-1711/1115, 5-12=-794/1018, 5-11=-617/339, 7-10=-1446/1725, 8-10=-351/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 5-9-1, Exterior(2) 5-9-1 to 20-6-15, Interior(1) 20-6-15 to 23-4-9 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 14, 1234 lb uplift at joint 13 and 1053 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 18J20 H4 I Hip I 1 I 1 I A0037759 10 L9 c') 0 ci o LAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:09: I D: ig I?yezD W Kwi3rDnNBmyMAyQ9en-W ng9P_h5ha8Dk9UAn KRejzrAO?ubBarXrL 2-4-0 7-6-0 12-0-0 14-4-0 19-2-0 24-0-0 26-4-0 2-4-0 5-2-0 4-6-0 2-4-0 4-10-0 4-10-0 2-4-0 3.00 12 47 = 45 = 2x4 II 5x6 = oxv — 3x4 = 3x4 = 4x5 = 12-0-0 Scale = 1:45.1 4x5=000000 1x611 • • •� AI Z-u-u U-4-u S-z-U 4-6-0 2-4-0 Plate Offsets (X Y)-- [3:0-3-0,0-3-0] [5:0-2-8 0-2-4] [11:0-2-8 0-1-12] [1 6.0-3-0,0-3-0]•_ 4.10-0 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud •• TCLL 30.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.29 11-13 >671 360 TCDL 15.0 LumberDOL 1.33 BC 0.85 Vert(CT) -0.2611-13 >768 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=637/0-8-0 (min. 0-1-8), 16=1072/0-8-0 (mir Max Horz 17=117(LC 14) Max Upliftl7=-447(LC 6), 16=-915(LC 6), 10=-1135(LC 7) • PLATES • • • GRIP• MT20 • • • 244/190 Weight: 124 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-6-5 oc bracing: 13-14 2-8-10 oc bracing: 11-13. WEBS 1 Row at midpt 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 0-1-8), 1 0=1 198/0-8-0 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-432/628, 2-18=-303/261, 3-18=-283/272, 3-4=-1148/1660, 4-19=-1059/1660, 5-19=-1059/1660, 5-6=-1089/1656, 6-7=-1153/1647, 7-20=-1603/2322, 8-20=-1698/2311, 8-9=-224/631 BOT CHORD 1-21=-575/425, 17-21=-575/425, 17-22=-575/424, 16-22=-575/424, 15-16=-83/275, 14-15=-83/275, 14-23=-1392/1059, 13-23=-1392/1059, 12-13=-2130/1597, 11-12=-2130/1597, 11-24=-578/229, 10-24=-578/229, 10-25=-578/229, 9-25=-578/229 WEBS 2-17=-523/563, 2-16=-466/540, 3-16=-1076/1296, 3-14=-1482/981, 7-13=-605/805, 8-11=-2389/1718, 8-1 0=-1 095/1314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 7-6-0, Exterior(2) 7-6-0 to 18-6-15, Interior(1) 18-6-15 to 23-4-9 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 Ito uplift at joint 17, 915 lb uplift at joint 16 and 1135 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Jbb Truss I russ I ype Qty Ply IMBURGIA CONSTRUCTION A0037760 18J20 HG1 HIP GIRDER 1 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:10 2016 Page 1 ID:igl?yezDWKwi3rDnNBmyMAyQ9en-_zOXcKijSuG4MJ3MK1 ztGBNPvPJyw_Dh38DDhiyOBnh 2-4-0 8-0-0 13-2-0 18-4-0 24-0-0 26-4-0 2-4-0 5-8-0 5-2-0 5-2-0 5-8-0 2-4-0 3x4 = 2-0-0 5x8 M18SHS= 3.00 ,12 2x4 11 5x8 M18SHS= - 8x10 = 800 = • • ••24 �� 26-4-1 O 2oa 0o ;4-01,1`12:0-1-11. Scale = 1:43.5 ..• LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d . •�• PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TIC 0.53 Vert(LL) 0.41 10-11 >636 360 01 MT20 • • • 244/19: TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -0.52 10-11 >499 180 M18S%, • 0244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 142 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 REACTIONS. (lb/size) 12=2571/0-8-0 (min. 0-2-2), 8=2571/0-8-0 (min. 0-2-2) Max Horz 12=78(LC 12) Max Upliftl 2=-1 584(LC 4), 8=-1584(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 1 Row at midpt 2-11, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-900/498, 2-3=-5411/3057, 3-4=-6618/3814, 4-5=-6618/3814, 5-6=-5411/3057, 6-7=-900/494 BOT CHORD 1-13=-478/878, 12-13=-478/878, 12-14=-522/878, 11-14=-522/878, 11-15=-2903/5204, 10-15=-2903/5204, 10-16=-2840/5204, 9-16=-2840/5204, 9-17=-474/878, 8-17=-474/878, 8-18=-474/878, 7-18=-474/878 WEBS 2-12=-2129/1387, 2-11=-2476/4330, 3-11=-258/832, 3-10=-945/1638, 4-10=-230/474, 5-10=-946/1638, 5-9=-258/832, 6-9=-2472/4330, 6-8=-2129/1386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1584 lb uplift at joint 12 and 1584 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 8-0-9 right side setback, 8-0-9 left side setback, and 6-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 846 lb down and 393 lb up at 18-3-7, and 846 lb down and 393 lb up at 8-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Truss ty y IMBURGIA CONSTRUCTION A0037760 18J20 • HG1 HIP GIRDER 1 1 Job Reference (optional) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-45(F=45), 5-7=-90, 1-11=-20, 9-11=-157(F=-137), 7-9=-20 Concentrated Loads (lb) Vert: 11 =-664(F) 9=-664(F) o.ziusmar IeeUiamiieKmuusmnr es,inc. iuevcreu1n:wzuZvivaez ID:igl?yezDWKwi3rDnNBmyMAyQ9en-_zOXcKijSuG4MJ3MK1ztGBNPvPJyw_Dh38DDhiyO nh • •••••• • • •••••• •••• •••••• •••• • ••••• •• •• •• • •••••• • • • • •••••• J0D I ruE 1 18J20 HG2 IMBURGIA HIP GIRDER 11 1 1 A0037761 LLC., MIAMI, FL. 2-4-0 5-2-0 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:11 2018 Page 1 I D:igl?yezDW Kwi3rDnNBmyMAyQ9en-SAyvpgjLDBOwzTeYulU6pOwZ7pbmfSgglozmE8yOBng 18-4-0 24-0-0 26-4-0 Scale = 1:43.5 2x4 11 3.00 12 5x8 — 3x4 — 4x5 = 3 4 5 6 5x12 2 • \\ 3x8 Zz 7 7 N o1 8 o N — • • Ic� 11 • • o 3x41x • • • • 14 13 15 1216 17 18 10 *to • 9 • 20 • • 3x4— 700= 7x10= 800= •••••• ••ft#Ole • •••• •••••• •••• • ••••• 2-0-0 2-4-0 7-6-0 13-2-0 • • 18-4-0 24-0-0 • • • • tg-4-Q 26-4-0• • • • • • 2-0-0 0=4-0 5-2-0 5-8-0 5-2-0 • •5 " • 4�O 2-0-0 � • Plate Offsets (X Y)-- [3:0-2-11,0-0-4] [4:0-4-8,0-2-81 [7:0-2-4 0-1-8] [9:0-4-8 0-1-8],[11:0-5-0,0-4-81,[12:0-5-0 0-4-81[13:0-0-7 0- -11] • • • • LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.63 BC 0.74 WB 0.90 Matrix-S DEFL. in (loc) I/defl Ud : Vert(LL) 0.23 10-11 >854 360 • Vert(CT) -0.24 10-11 >819 180 Horz(CT) 0.00 9 n/a n/a • • • PLATES 6 GRIP • • • MT20 • • • 244/191 •"•; ' • • Weight: 144 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-11, 7-10 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W5: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=-123/0-8-0 (min. 0-1-8), 12=3587/0-8-0 (min. 0-4-4), 9=1692/0-8-0 (min. 0-2-0) Max Horz 13=78(LC 8) Max Upliftl3=-546(LC 12), 12=-2529(LC 4), 9=-1390(LC 5) Max Grav 13=330(LC 5), 12=3587(LC 1), 9=1700(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-519/783, 2-3=-1140/1612, 3-4=-1044/1530, 4-5=-2260/1789, 5-6=-2919/2254, 6-7=-3053/2257, 7-8=-415/393 BOT CHORD 1-14=-733/509, 13-14=-733/509, 13-15=-733/445, 12-15=-733/445, 12-16=-1286/1032, 16-17=-1286/1032, 11-17=-1286/1032, 11-18=-1610/2260, 10-18=-1610/2260, 10-19=-375/408, 9-19=-375/408, 9-20=-375/408, 8-20=-375/408 WEBS 2-13=-133/425, 2-12=-1049/801, 3-12=-654/562, 4-12=-1796/1256, 4-11=-2855/3790, 5-11=-523/377, 5-10=-504/855, 6-10=-334/749, 7-1 0=-1 790/2501, 7-9=-1453/1130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 13, 2529 lb uplift at joint 12 and 1390 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 8-0-9 right side setback, 8-0-9 left side setback, and 6-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 846 lb down and 393 lb up at 18-3-7, and 846 lb down and 393 lb up at 8-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 A0037761 18J20 HG2 HIP GIRDER 1 1 �J"obRe—f'e'rence (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:11 2018 Page 2 ID:igl?yezDW Kwi3rDnNBmyMAyQ9en-SAyvpgjLDBOwzTeYulU6pOwZ7pbmfSgglozmE8yOBng LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-6=-45(F=45), 6-8=-90, 1-16=-20, 10-16=-157(F=-137), 8-10=-20 Concentrated Loads (lb) Vert: 10=-664(F) 16=-664(F) • •••• •••••• •••• • ••••• •• •• •• • •••••• • • • • •• • • • 18J20 I J2 I CORNER JACK 18 1 Job Reference Scale = 1:7.7 1 T1 r--J W1 ,n B1 I • • 3 *00 3x4 • • • • • • X * •••••• • • :0*00 X• •••• • • •••••• •••• • 2x4 II ••••• , •••••• •••• • • • • ••••• •• •• 2-0-0 •••••• • _• Plate Offsets (X Y)-- [2:Edge 0-3-8] •—� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d • • • PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.00 1 n/r 120 • • MT20 • • y44/190 • • • • TCDL 15.0 Lumber DOL 1,33 BC 0,21 Vert(CT) -0,00 1 n/r 90 • • • BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=-0/Mechanical, 3=202/0-1-8 (min. 0-1-8) Max Horz 2=700(LC 18), 3=-700(LC 18) Max Uplift3=-193(LC 6) Max Grav3=292(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-621/750 BOT CHORD 1-4=-700/625, 3-4=-700/625 WEBS 2-3=-273/313 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing platomt joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I russ ruSSI ype Qty Ply IMBURGIA CONSTRUCTION A0037763 18J20 IA Corner Jack 8 1 Job Reference (optional) -UH I VALLAJ I HVJJ VV. LLU., IVIIAMI, I-L. Me I V S IViar I L eu to Nil I eK IIIUUSIIItlb, im. I Ue Ul l JV 10.4, 1 L LV 10 raye 1 I D:igl?yezDW Kwi3rDnNBmyMAyQ9en-wMVI10kz_VW nbcCISS?LLcTk4DzMO3?_XSiKmbyOBnf Scale = 1:10.1 3.00 N 12 2x4 11 2 T1 1 0 7 � c� 6 81000000 • • • • • 3x4= 6 • • • 7 4 •••••• •• •••••• • •••••• • • •••• •••••• 5 •••• • 2x4 II •••••• •••• • • i 2-0-0 2-4-0 4-0-0 •• •• • • • • • • • • • 2-0-0 0-4-0 1-8-0 • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • PLATJ$ • •; DRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.00 TIC 0.62 Vert(LL) -0.01 4-5 >999 360 ; • MT209 244/190• • TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(CT) 0.01 4-5 >999 180 • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) -0.07 3 n/a n/a • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weightol3 16 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=-35/Mechanical, 4=-71/Mechanical, 5=544/0-8-0 (min. 0-1-8) Max Horz 5=100(LC 6) Max Uplift3=-166(1-C 19), 4=-179(LC 19), 5=-483(LC 6) Max Grav3=20(LC 6), 4=173(LC 21), 5=744(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-377/550 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3, 179 lb uplift at joint 4 and 483 Ib uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I,18J20 J6 ICorner Jack 18 I 1 I A0037764 FORT DALLAS TRUSS III 7 0 2x4 :I 5 2-4-0 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:13 2018 Page 1 I D: ig I?yezD W Kwi3rDnNBmyMAyQ9en-OY3g EMIcIpeeDm nxOAW aup?uAcJ 17 W A7m6StI1 yOBne 6-0-0 Scale = 1:13.2 • ...... 4 •••••• • • •••• •••••• • • • • • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • PLATg§ • GRIP • • • •. • • • • •244/1 TCLL 30.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.02 4-5 >999 360 • MT20• % TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) 0.05 4-5 >876 180 • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) -0.10 3 n/a n/a • • • • • • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight' T9 It FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 4=4/Mechanical, 5=546/0-8-0 (min. 0-1-8) Max Horz 5=143(LC 6) Max Uplift3=-115(LC 10), 4=-54(LC 7), 5=-489(LC 6) Max Grav3=107(LC 1), 4=218(LC 21), 5=580(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-407/562 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 3, 54 lb uplift at joint 4 and 489 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard c7b Truss ype ty y IMBURGIA CONSTRUCTION A0037765 18J20 A 7'rulssclosed 12 1 Job Reference (optional) rUM I UHLLHJ I r1UJJ UU. LLU., IVIIHIVII, rL. r N o.L I U J Mar 14 Lu 10 MI I UK Fluubtf1e5, 111G. I Ue UQ ou I D:4G: 13 LV t o a C ID:igl?yezDWKwi3rDnNBmyMAyQ9en-OY3gEMIclpeeDmnxOAWaup?uRcll7XK7m6SMrne 8-0-0 5-8-0 2x4 11 3 5 • --• • 2x4 11 • 8-0-0 Scale = 1:16.5 • • ••••• •••••• •• ••••• •••••• • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.64 BC 0.64 WB 0.19 Matrix-P DEFL. in Vert(LL) 0.12 Vert(CT) -0.13 Horz(CT) -0.00 (loc) I/defl L/d 4-5 >533 360 4-5 >496 180 • 4 n/a n/a PLATE; � � GRIP • • • •: • • • � MT20 • '144/190 • • • • • • • • • • ' • Weight: SE lb* FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4=247/Mechanical, 5=622/0-8-0 (min. 0-1-8) Max Horz 5=183(LC 6) Max Uplift4=-272(LC 6), 5=-559(LC 6) Max Grav4=312(LC 21), 5=622(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-173/58313-4=-202/253 BOT CHORD 1-9=-529/165, 5-9=-529/165, 5-10=-529/165, 4-10=-529/165 WEBS 2-5=-508/530, 2-4=-166/535 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 3-7-5, Exterior(2) 3-7-5 to 7-10-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 4 and 559 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 18J20 T1 )ALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 30 15:42:14 2018 I D:igl?yezDW Kwi3rDnNBmyMAyQ9en-tld2SilE W 6mVgwM7Zt1 pQ1 Y4_0a8su?G_nnBQrT 2-4-0 7-9-0 13-2-0 18-7-0 24-0-0 26-4-0 2-4-0 5-5-0 5-5-0 5-5-0 5-5-0 2-4-0 3.00 12 4x5 = Scale = 1:43.5 • •••• • • •••••• • • • to • •••••• • ••••• •••• •• • • •••• • • • ••••• 2-0-0 2-4-0 9-6-11 16-9-5 A-00-0• • • • • • 2444 0 26-4" 2-0-0 0-4-0 7-2-11 7-2-11 obay1 ••• • 0-4-0 2-0-0 i• Plate Offsets (X,Y)-- [3:0-3-0 0-3-01 [5:0-3-0 0-3-01,[8:0-3-0,0-2-1 2],[9:0-3-0 0-3-01 [10:0-3-0,0-3-0] [11:0-3-0 0-2-121 ' • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d • • • •••• ••••• PLATEV GRIP, TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.17 9-10 >999 360 • • • MT20 • • 244/1"• • • o TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(CT) -0.37 9-10 >711 180 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.07 8 n/a n/a •• • BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 120 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1453/0-8-0 (min.0-1-11), 11 =1 453/0-8-0 (min. 0-1-11) Max Horz 11=-128(LC 15) Max Uplift8=-872(LC 7), 11=-872(LC 6) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-8, 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-405/553, 2-12=-289/499, 3-12=-278/534, 3-13=-2200/1066, 4-13=-2137/1073, 4-14=-2137/1074, 5-14=-2200/1067, 5-15=-278/534, 6-15=-289/499, 6-7=-405/553 BOT CHORD 1-16=-501/396, 11-16=-501/396, 11-17=-1124/2205, 10-17=-1124/2205, 10-18=-762/1778, 9-18=-762/1778, 9-19=-1001/2205, 8-19=-1001/2205. 8-20=-501/396, 7-20=-501/396 WEBS 4-9=-251/492, 5-9=-274/340, 5-8=-2338/1433, 6-8=-442/399, 4-10=-250/492, 3-10=-274/339, 3-11=-2338/1433, 2-11=-442/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 16-2-0 to 23-4-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 lb uplift at joint 8 and 872 lb uplift at joint 11. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply IMBURGIACONSTRUCTION A0037767 18J20 T2 Common 2 1 Job Reference (optional) u.e 1 u s Mar IZ ZU 10 MI I eK nousmes, Inc. I Ue Uc[ JU 1 b:41L:1 b ZU1 b rage 1 1 D: igl?yezD W Kwi3rDnN BmyMAyQ9en-LxBQf2msGQuMS4xK7bY2zE5E3QvybEcQDQx_Nwy0Bnc 2-4-0 7-6-0 13-2-0 18-7-0 24-0-0 26-4-0 2-4-0 5-2-0 5-8-0 5-5-0 5-5-0 2-4-0 Scale = 1:43.5 3.00 F12 45 = 5 • • 5x6s 16 17 7x6z� • • • •••••• 34 6 •• • ••••�• •• q •••••• • •••••• m 3x4 % • •• • 2x4 II 0••••� M 15 2 18 6 • •7 • • 0 1 l M •••••• • ••ope • o IM 0 3x4 = 19 20 12 21 0 11 10 22• • • • • • 23 • 03Zq• : • 2x4 I 5x8 = 3x6 = 3x4 = 3x4 = • • • • • • • 9 • • • • 5x6 = • • • • • •••••• • • • • • • • • • • • • • • • • 2.0-0 2-410 7-6-0 1 5-9-0 •• • 24-0-0 24 4 0 26-4-0 2-0-0 0-4=0 5-2-0 8-3-0 8-3-0 0-4-0 2-0-0 Plate Offsets (X Y)-- [3:0-1-13,0-0-0][4:0-3-0 Edge] [4:0-0-0 0-1-12] [9 0-3-0 0-2-1 2] [13 0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.32 11-13 >627 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(CT) -0.35 11-13 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 120 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=396/0-8-0 (min. 0-1-8), 13=1388/0-8-0 (min. 0-1-10), 9=1122/0-8-0 (min. 0-1-8) Max Horz 14=128(LC 10) Max Upliftl 4=-281 (LC 6), 13=-1109(LC 6), 9=-1045(LC 7) Max Grav 14=455(LC 17), 13=1388(LC 1), 9=1122(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-609/684, 2-15=-511/309, 3-15=-499/410, 3-4=-404/282, 4-16=-403/336, 5-16=-396/402, 5-17=-1080/1734, 6-17=-1144/1726, 6-18=-265/541, 7-18=-283/506, 7-8=-279/557 BOT CHORD 1-19=-630/595, 14-19=-630/595, 14-20=-630/595, 13-20=-630/595, 12-13=-855/755, 12-21=-855/755, 11-21=-855/755, 10-11=-1595/1367, 10-22=-1595/1367, 9-22=-1595/1367, 9-23=-507/257, 8-23=-507/257 WEBS 2-14=-384/361, 2-13=-190/357, 3-13=-552/489, 5-13=-1282/1715, 5-11=-1010/518, 6-11=-430/450, 6-9=-1471/1679, 7-9=-423/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 16-2-0 to 23-4-9 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 14, 1109 lb uplift at joint 13 and 1045 lb uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip trusSifafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and lacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC— 12 gauge, HTHJ-18 gauge Finish- G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: a Use all specified fasteners. See Product Notes, page 17, ti 4V Typical HJC/HTHJ Installation top view Typical HJC/HTHJ Installation Typical HHC installation top view H HHC STRUCTURAL CONNECTORS MMO ji rP 9• 45* 451 Typical HJHC installation top view DF/SP S-P-F SUPPorted Member I Allowable Loads Nm)' Allowable Laids (Los,? Per: Floor Pool 1lup4w Rex Rai U ift' USP Steel! H, Hlpj Jailk LOaorl oil stack iftic p4i 66ig-e (in) 0 100% 11s; 125% 1609L 100% I ft, TvIii LTHJA26, 2 X 6 right left HJC26 THJA26, 12 5 3r8 16 16d 5 7 111 2385 2740 29M 1840 2tao 2510 2725 1955 10. THJU26 R8, _1 WC28 12 - 7-118 2-0 6 6 111 2980 3425 35057_940 Iii j2M_5 2855 IM FS 2 x 6 teimldal l(Nditi 1 6, THIA26 12 5 _7� 6 20 l6d� S .. I 111, 3100 - - 35M 350 - 2130 27Z 260o ZBW IM 2 x 8 term] 117, HHC28 F 12 is 24 !Ld'j 6I VIOd 3505 3505 3$3'. 2410 __ 28M 2205 28M 1930 130 2 x 6 terminal JHC26 12 5-71ifi 20 160 5 1 2 1 10d 3100 t3� - — F505 7- n,, 2 x 8 terminal WK28 12 7.3116 24 "1 1 17 111 3511 301 1111 410 fl17 2 _820 820 Im 1 2 i 6 tirminal WKj26.181 18 5 16 16d 16d 0 go 19M 10 21to 1225 to 88 HJC Specialty options Chart opucti I _N0Truss Skew Range 3D'to 60' Allowable Loads 1 (30% of table load ordering . ........... .. Add SK, angle of hip required, to Product number, Ex. HJC26 SK55 ------------- p7A'��—Specify angle (604 MaX) Typical HJC (skewed) Installation with alternate skew angle top view HJHC 1) uplift loads have been Increased 60% for wind or seismic loads, no further increase shall be permitted. 2) Loading published for total load of hip/Jack connection, 3) NAILS: I Od nails are 0146"dia 0,ong4 I fid n3lJS are 0 162' dia. x 3.1/2' long Hew products or updated Product Information are designated in blue font 1 4 HJC (skewed) CO. in W 199 Florida Building Code Online Page I of .I Ks Name is in user lteqdtrativn lqac Twl3 Subset Faal put'kAwm FPC stttp MIS Site Mao U16. Se3rth 3usines ProfessialProduct Approval UsElt: Public Use, Regulation > it. a Apiolicatio. Type Revtslon 0900 Code Version 2014 41 0 0 Application Status Approved :so 06 00 0 :::::o 0 *Approved by DSPA Approvals by DGPK Shat, be rVjjVll ratified by the 60C • and/or the Comm'ssizet 4 rttessary. • 00 :000:0 Comments • Archived 00 0 00 0 Product Manufacturer USP Structural Connectors, a miTek Company Addifess/PhonclEMait 14305 SouthCross Drive Suite 200 B.Imsve'e, MN 55306 M2) 898-8602 JcollinsiMmIxom Authorlied Signature Jim Urns F.E. Jcolunsomlixom Technical Representative Jim C011AS, P E. Address/PharielErnaill 14305 South Cross Drive Suite 20 Surm;Oin, Mi,; 55306 (M898-V,02 jtmZns*mii,com Quality Assurance Representative Address/PhonciEmv Category SuIxZtegorf COMPI,'aace Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Ex;°ratlon Date Validated By Todd Attche 14305 Soutih.cross Drive Suite 200 eumsvik, MN 55306 9s2) 898,8602 tascheomtt.com Structural Components 'Wood Connector% Evaluation Report from a Product Evaluation Entity )CC Evat.at z ?ion Service, LLC ;CC Eva:-Jat , : I'm Service IV31/2010 Terrence E, Wolfe P.e R validation Cheekiest - HArdCoPv Received Ct-Itiflcatt Of independence EXA-2112"QLSgetit �t€netg�01 citc!or PeferenCec! Standard and Year (of Standard) Y= AFNPA N.D.5 2012 ASTM 07147 2011. E Iva: rce Standards of Product CIL nda'ds Cerzincd By Sections from. the Code http://www,floridabuilding.org/prlpr_,app_dtl.aspx?param=wGEVXQwtDqvOQpGQvtVmP... 618/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FacApproval Date Approved wwv�IS Date Revised °° ° °° ° °°°°° --IMadel, Number or Name Description ISN264,SNZ84 Breakfast Nock Hsr,;v Impact Resistant! NIA use In tiVHZ, Created by Independent Thrrd Pony � 0 9 0 0 0 0 Limits of Use Approved for use outside HVHZ.- Yes Impact Resistant: N/A Design Pressurvic WA Installation Instructions Vented By: ICC Evaluation Service, LLCO 0 0 Crea:ed by Independent Third Pony: Evaluation Reports 9 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ. Yes Impact Resistant: N/A Design Pressure: NIA Installation Instructlarl Verifed By: ICC Evaluation Service, LLC CrQed by Independent third Party� Evaluation Reports Limits of Use Approved for us* in HVHZ4 yes Approved for use outside WHIZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructi FLjZ2_&,Aj 11 Verified By: ICC Evaluawn Service, LLC Created by Trideptndent Tr1rd Party: Evaluation Reports LI-Its of Use Approved for use outside HVHZj yes Impact Resistant. N/A 00,1119n Pressure: N/A Insithill Vitrlf:ed BY: ICC Evaluation Service, LLC Crea, d by Independent Third Party �..uatlon Reports Limits of use Approved for use outside Hil Yes Impact Resistant- N!A Design Pressure: Mi`A Other- ton Instructions verified By: ICC Evaivation Service, LLC Created by Independent chird Party; Evaluation Reports JER- Limits of Use Approved for use outside HVHZ, Yes Impact steliuStant:N/A Design Pressurel N/A InstalWlon Instructions Verified By: ICC Evaluation Service, LLC Created by fndepe�tdcnt Thld Party: Evaluation Reports Limits of Use Design Preswxre� N/A Instaltation Instructions evaluation Reports lorao Strut Connectors Limits of Oise lInstalks"on Approved for use In HVHZ- Yes Impact Resistant: N/A 1� Design Pressure; NIA Instructions F1.17236 At If r-IR-144 I Fir -T reaW by Third Party: Evaluation Reports Limits of Use FIriskalwitil" Impact Resistant: N/A Design Prirsul,Urft� NJA Other! Instrwitilorar Created by Indupandent Tbird Party: Evaluation Reports FL17236 Al AE DISC FTC GT A Florida wilding Code Online Page 3 of 3 Limits of use Installation Instructions Approved for use in HVHZ: No FL17236 R I If ESR-1448iSP3 OSC tTr° r.T r;TV. N�;pRS Approved for use outside HVHZt Yes Vefed By: ICC Evaluation Semite, LLC Impact Resistant: N/A Created by Independent Thirtl Party: Design Pressure: NIA Evaluation Reports Other: FL17236 111 AE SR- 44$, €BN 45C 6I GT T Ht'PRS a-«, n rs df 17236.12 SBP0. SBP6 prate Limits of Use Installation Instruct tons Approved for use In HVHZ: Yes F . 7 R E R• 44 N DSC F7 C,7V H PR n:a. h rx t Approved for use outside HVHZ: Yes Venf Vd By: ICC Evaluation Servict, LLC • • Impact Resistant: N/A O•sion Pressure: N/A Created by Independent Thin} Party: • • • • • • Other; Evaluation Reports • • F1 1771A 0 t A -. 4 h Q29W. 91 tjcpp • vCh'=)s r j 17236.13 Si724, 6ICIZ ST78 scjsw Truss C€ip Limits of Use Approved torus• In HVHZ: Yes Installation Instructions • • • • • • PL17236 R 1 31 ESE-3a4g r$y�rrr r. • :, t or44 dill Approved for use outside HVHZ: Yts VerifiedBY; iCC Evaluation ServECe, LLB •i`h:' '"�'-'S""- Impact Resistant: N/A Created by Independent Th^rd Party:'. Design Pressure; N/A Evaluation Reports • • • • • • Other: fl 7 R a R-. 44 r N • PR • f• • s� •••••• •••• • 0 • • • t :; r a1n_ ryo^ti Mcnror• Strret. Ta€€bAU= Xaeg En yZ„ SZ4 • • • The State or Florida is an AAJEF0 empjoyer. Cahvnent 2;tiV5 t.2r2I7 c» i. Pr�vacv St asm -r :;. ! • w • • VA4er Florida bn, tmali addresses art public teC9tds. It you do not want your e-mal€ add"etS released:A reloonse to a buhl.c•rtcerds request, do not serv&-ctrork mat€ to lh:s Chilly. Ins:cad, Contact the *MCC by phone or by traditional mail, it you have any d'Jetttens, pitase Cohtaa a5€1437.1395. •pursuant to Stcuon 45S.275 (I), flodda Statutes, effective 0"Oter 1, 2012, € iensees licensed under Chaster 455, F.S. rrta: prav€dt 8ht Dtpanmtnt with an ema4 address it they have one. The emaih provk9td may 6e aced der official tammunecauon with the 3RCtnsee. Horraver email addrejMt are PubbC retard. it you de not wish to supply a Ptrttwal address, Please Provide the Departmerit w:th an email address wh€Ch can be made available to me puoac. To dettrm;ne is you are a P:eensea under ChoPler 455, F.S., please Clkl, 1!1-- , Product Approval Atasplat t. '�,1 Cred m http:!iw�vw.floridabuilding.org/pr/pi.app_ dti.aspx?param=wGEVXQwtDqvOQpGQvtVmP... 6l8/2015 COMI I TOP CHORD CONNECTION CONER JACKS - USP (2) MP3 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS R V-0" JACKS - (2) 8d NAILS MIN. P= 1.4 12 MAX. P=6.5 4 T-0" CORNET SET • • •••• • ••••• • •• •• • ••••• •• • •• • •• • • PARTIAL ROOF LAYOUT 1 / 3 M BOTTOM CHORD CONNECTION CONER JACKS-SKH26 UR OR HJC26 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS T-0" JACKS - (2) 8d NAILS V-0" JACKS - (2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 Ibs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES(S.P.) d COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 Ibs (SHEAR) JSP HANGERS DESIGN LOADS 'ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT CONTROL DEVISION) RT3 HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 XPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. )8-0208-.07 3KH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. Vo. 07-0214.20 -IJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. )7-0214.20 MAXIMUN ALLOWABLE LOADS: JACK SIZE T.C. NOTE2 CORNER JACK T-0" 5-0" 3'-0" UPLIFT (100%) 365 Ibs 365 Ibs NAILS NAILS NAILS ROOF (125 %) 365 Ibs 365 Ibs NAILS NAILS NAILS T.C. NOTE2 CORNER JACK 7'-0" 5'-0" 3'-0" 1'-0" UPLIFT (100%) 870 Ibs U/1975 Ibs R 367 Ibs NAILS NAILS NAILS ROOF (125 %) 900 Ibs U/2020 Ibs R 1170 Ibs NAILS NAILS NAILS MINIMUM GRADE OF LUMBER LOADING (PDF) LL 7'-0" 2x4 No.2 SP TOP 30.0 FLORIDA BUILDING 3'-0" 2x4 No.2 SP BOTTOM 10.0 CODE 2014 WEB 2x4 No. 3 SP I SPACING 24" O.C. TRUSS CONNECTORS OCT3 0 2018 ♦�.'�5 ��G N S-. * No 31 S14 TATE OF 00 N AL 7-30-15 JANUARY 1, 2009 MiTek Industries, Inc, WEB BRACING RECOMMENDATIONS ST-WEBBRACE R" f, Tel% Inc usrles. Cne io!d. t.'IC Page t Of i 1 9 MAXIMUM TRUSS WEB FORCE {ias } Seenote i r� t (•� � A^ n_ SAY SIZE G'Y"+J/'�.bs. ..... .. .... .... Vtti.l"C i .. ....,. I2' 0J ... BRACING 13AIATERIAL TYPE BRACINGMATERIAL TYPEBRACING MATERIAL TYPE A B C D A B C D C D ••r•i• i .� L t ifi!i t,!a�; cry � •+.••(!• t • • • i 2 3`342 1_72 t ,2 2u_ _._ 3143 42 ;0} •9 _�, .....-•�. • d,'$ • 74 ••• _..: wadi SF2,D21 r • • A,� I r 0 100� 1179 t > g , E8 23'+ 2'358 • 3 ":!b• • • • • •.0 �.. • • • • • 18'v' 89,4 1048 1046 1572 • �• 3143 • • • d?tE 2C•-fl" 805 94,1 . 1414 1886 1896 wa,'. '• �43.._ • • Bay size shall be measured in between the centers of a pair of dia gnats or x-bracing. • • • • • • • • 0 • •••••• GENERAL NOTES •w • • i••••i TYPE BRACING MATERIALS I NALVA I ;8 zrxIa. D TV4W.3FERTi<C CUMUl.A I AT 'i!. ;rx uF t "iL!T�F�•• • • X S IN[i. 45 SYP �',.;ti i. TFPAE, L;RA F. GARRNO. ,, 2%oF THE'P ..00F.. A OR• ? t +c.::f.Lss Ar'f+:i UATe LS,,,UST PE;_4.1E3-:?�AKG GPAOE OR SETTE'.AS'r:?E LATERAL f•_QRCE A RLAi..auR $xlAiu 66L STtvA. 33 ,SUCHA0.t IH-T iT;; cP>ECTS wEa £VEERS .X 442 SRB tt)F, HF, SP`Fc AT ALPRI'x SLL;GRCLS ANG SHALL rMNAUCAT-.AC5iENDAND EAC}! Nv rERVEDA, F. TRUSS ti"TY2 rk: ,.... - s. LYJ?2!aEGT LA iERMi BRACE vq 6ACf! -.Pt SS "NTH e. YL . S >?'�25 •:1.f1..^> FOR 11,4 LATr'.RAI ttriA4E5, ,u [' ♦ iS Pt? 2< � L•:A cF. EIiAL En ,,,T A7-w - J:'r.�'r FU t Lla cf Fl �>AG85- B 2 X 3 43, STD, CONST iSPF. OF. HF, OR SYRi S LA F ACE SW)UL'i Pc GONTIM,-AJS fu,,, SHCA1 (WE. •..AF AT t FAST 01 E T,,S SPACE ..-rya c.r:n-vau;TY c. r'.lR AGCRIO±lAi" vUli',rtNCE FiECu;RCPtCi CE.SlL;^i ::r:G k'd5':M.L,hTK',T4 OF SRAt;I^;(j. CrJp;S!;L: C 2 X 4 93. STD, CONST (SPF, DF, HF, OR SYPi GtXiETOGf.4-DIRAClutFOR H;;,,LLk,. r4si ALLrjcv 3 GnAcro1 LETA.L. PLATETFD F'CXA, TRIJ Lj. FNTLY PRODUCED eY YicXiu IS CAOUNC&OF W-ERICA r I OSS PLAM NSTII Ui4:. D 2 X 6 N3 OR BE TIER ISPF, DF, HF, OR SYPI "r F.EFER TC SPECIFIC TPI15S DESK,': VRAt7ka1, FOP, YJ'r"Ei':•'EPfHE P. FOR,-E a. TABULATED VALUES ARP SASFO CT, 1, 0 t, . t ; 9 FOR STABILIZERS: R A . MI 1 AFIt:ZF!P?' TP Sti 3:>A,I $ . '5STITOTEii FOR`YPr A. S. C A14,7Da-+.,..I x;:aA .. IAi. ., v.> IRAC!,'X, FOUR Six:-.v-:AS ARE'..^.5E PROVIDED A? 5Av SIZE INM, .TEL`ASO'VE VIEQUIR+D c >- AT S-AC='L ,- . MAY S'c R PLAGEU WI I'H ACED SLOCYI TR;isiS Be>t::MeIN3'A;_i.A":;:J.^,:ilDE nti7 P7�iPUCTSFEi„=�.iipp7, -.., .. DIAGONAL. BRACE nl .z CONF'NUOt1S .ATERAL aa.4r,� ,4 SEE NC'E 41 j � T Horizontal Blocking n-P-AACiNG (^ECJSREC FOR FOR 2 ' 4ND f8' 00, SING --- O A:30 9 SU��^' - (One leg of X-bracing shown dashed for drawingclarity. TR�\, ,w „ .r This le wilt require horizontal blocking `'' 9 4 9 nsERS next to the top and bottom chord so h attaches to the brace plane.) - This information is Provided as a recornmendalion to assist in tria regL§iremem for ,:-ormanent bracing of [be Individual t"Uss v4eb irembers. Add,tr;lea' bracing,. Ir,ay sWt be reyui;cd for the stability of the overa;i 5oof sv ten. The method Shown here is Dn8 mwe hod that an be used :o provIde stability against v eb buckling, / jANUARY1,200q . T'BRACE/|'BRACE DETAIL - - ' w�m a�umv�c�mememwm Page d1 /Note:T-Brau | when oomiuvovslateral brarny | simpractical. |'uraoe/i-uraoe must cover 98%ofweb length. Note: This cleta0 NOT to be used to convert T'Bmce / I -Brace wnTexmVvomo�*m� w�bumcmnhnuouukyom(�n�ndwabo ' * ° - ' - - L_ Nailing Pattern "^ ° _ LT�bauenue Nail / �°=° w �nDn� ***°** _ ' 1x4or1x6 1Od r- '� i u.��__ � �z~°** * ° / 2x4or2xOcx2x8 | 16d | 8^oc - l °~� ° �'- -----� '------ � � � *°M8wocdLAtera}8momg****° "" Note: Nail along entire length ufT-Braoe/|�haoe | Web Size * �---��---**°w� «]nTwoP�nNaUUo8o�P�eo . ' ---- | 2x3o/2x4 . 2� '- --T-Brar"64-Brace - - ~ - - �/� _--- �* 2,8 2YOT23race _... ° ~ °- wm� ~~�°-----. ! | | brace Size | ( v' ' \ hxTwo��Tmoa � | ~" . ` -Specified Continuous� \ \ \ Rows- Lateral Bracing- ~spAc/ws \ �— -- ' VYobSize ~ --- ---- 1 2 ! \ 2»3m2»4 |_2x4T-Brace 2x41-Brace__} WEB / \ \\ \ ! 2xO !_ _ _ --r��'-- �av /��u�: x61�kuce' ' � ` \ ' 2«o /'ura«e 1 } 2x� |�v�oe ' ' ' | Nails.� Nails � OCT 3 0 2U/ ! _. | / JOSE IM, tructurai� ing �t� S\n�e\ ----- �/ H%Jeah.FL33010 Phone (9O5)GG7'07Q7 � T-Brace/| Brace mustbo sarne species and grade (or better) as web member. / , ) NOTE: If SYP webs are used "." the truss, 1x4 or 1,00,,braces must oestress LBrace | rated boards with design values that are equal to(or better) 'the truss web �design values, !For8YP truss lumber grades up to #2with 1X_ brad - material, use |WD45 for T-Brace/I-Brace iFor SYPtruss lumber grades up|o#1with 1X bracing material, use |ND55for T'Braoe8Brace, - GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modia que frequency or location of temporary lateral restraint identifiquelafrecuendaolocalizaddr,derestricctonlateral- and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, insta/acion restricctdn yarriostre temporal de and bracing of trusses. Refer to BCSI- Guide to los trusses. Vea el folleto SCSI -Gufa de Buena Practice Good Practice for Handling Installing, Restraining tiara el Manejp. Instalard6n Restriccicin yArriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para information mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden espedficar permanent lateral restraint or reinforcement for las localizaciones de restriccion lateral permanente o individual truss members. Refer to the BCSI- refuerzo en /os mtembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen SCSI-B3*** para mas informacion. El bracing design is the responsibility of the building restia de los disenos de ardostres permanentes son la designer. responsabi/idad del disenador del edifido. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCL4! El resultado de un manejo, levantamiento, instalacton, restriccion y arriootre incorrecto puede ser la ca/da de la estructura o aiin peor, heridos o muertos. AUTMN Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, i feet, hands and head when working with trusses. V ICAUIEW Utilice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dan-o a w los trusses y prevenir la hedda personal. Lleve el equipo protectivo personal para ojos pies manos y cabeza cuando trabaja con trusses. ACAMON Use =,9�LU Ublice special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss HANDLING MANE7O �4p°� m O O romAvoidlateral bending. Evite la flexion lateral. 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisac properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contrattsta tiene la responsabllidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue IDS trusses en la tierra Aso para prevenir el dan"o. DO NOT store NO almacene unbraced bundles verticalmente los upright. trussessueltos. Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to SO' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el sue/o en aquel momenta de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estarin rdados para mas de una semana on a guar pa p g bloqueando de altura suficiente deWs de la pile DO NOT store on NO almacene en tierra de los, trusses a 8 hasta 10 pies en centro (o.c). uneven ground. desigual. 10 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra IDS paquetes para protegerlos del ambience. Refer to MI*** for moredetailed information pertaining to handling and jobsite storage of trusses. Vea e/ folleto BCSI*** para information mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- WARNING Do not over load supporting lel chord trusses up to 45' (13.7 ri Use at least structure with truss bundle. three lift paints for bundles of top chord pitch iADVERTENCIA! No sobrecargue /a trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7 ni trusses. Puede usar un solo lugar de levantar para pa- RT Place truss bundles instable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en una posicton Use por to menos dos puntos de levantar con [stable. grupos de trusses de cuerda superior inclinada 'hasta 60' y trusses de cuerdas paralelas hasta 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede so' or less hacer dan"o at truss. oreader bar Toe -in oe-in �- Approx. 1/2 yI Tagline truss length ]:f_ TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar Attach above or stitfback O.C. max. mid -height I I lag me TRUSSES UP TO 60' (18.3 m) y e- Spreader bar 2/3 to 3/4 tru ss length -� TRUSSES HASTA 60 PIES Tagiine ' TRUSSES UP TO AND OVER 60' (18.3 m) t- TRUSSES HASTA Y SOBRE 60 PIES -� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en postcton con equipo de grlia haste que la restriccion lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' -"" t Trusses 30'- (6.1 m) or (9.1 m) or t less, support less, support at near peak. quarter points. Soporte IL1 ?��, Soporte de cerca al ptm --�I /os cuartos los trusses g- Trusses up to 20' -► de tram. los I E Trusses up to 30' -3111. de 20 pies o 1 (6.1 m) I trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses haste 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to SCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-B2*** para mas infor- (TCTLR) macron. 2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer =90 truss directamente en linea con cada una de las filas de restriccion lateral temporal de la cuerda superior (vea la table en la proxima Brace first truss columnar). securely before erection of additional DO NOT walk on trusses. ¢ unbraced trusses. NO camine en trusses sue/tos. STEPS TO SETTING TRUSSES LAS M!EDIDAS DE LA INSTALACI®N DE LOS TRUSSES © 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses see below). 6 Install bottom tt chord temporary lateral restraint and ' ( ) ) p ry diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate IDS proximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los mlembros secundarios para estabtlice IDS primeros cinco trusses (vea abajo). 6) Instate la restriccion lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten insta/ados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** pare mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRZCC16NIARRZOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccOn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) D.C. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m)* -Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consu/te a un Professional Registrado de Disen"o para trusses mas - de 60 pies. See BCSI-62*** for TCTLR options. Vea el BCSI-82*** para las options de TCTLR. Eam Refer to BCSI-63*** for Gable End Frame restraint/bracing/ q reinforcement information. Pat information sabre restriccion/ TCTLR arriostre/refuerzo para Armazones - Hastiales vea el resumen BCSI-B 10" or '' � NEVER stack materials near a peak or at mid -span. Note: Ground bracing not shown for clarity. '- NUNCA amontone los materiales cerca de un pica. Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support(s) '`' � DO NOT overload small groups or single trusses. Repita IDS arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequenos grupos o trusses individuales. 21 WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS '® LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES!� ��h - Diagonal RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' (4.6 m)* every 15 truss spaces 30' BCSI-67*** for more (9.1 m) max. information. Vea el resumen BCSI-B7*** Para mas inf0 rmacion. t . , Apply diagonal brace to vertical webs at end of cantilever and at _- bearing locations. . All lateral restraints c- lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' 43 m) o.c•max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. I • • • • • • INSTALLING - INSTACION' © Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Length ->`I Max. Bow n Max. Length -� Max. Bow -r 9 � Length o Plumt liner Tolerances for I I Out -of -Plumb. it t Tolerancias para D/50 max ' t Fuera-de-Plomada. __ t f-Plane -qu�sl4ilumb • Truss [*nI it 00 I50 D (ft.)'. Ex. 126' 3.8•r • 14 { 0.3 m 4.5 5l, 1/2" 2' 1" 16.7' • 3 A 0.6 m 361nR) 5.1 • 19 mm 0.9 m 9 rum 1�/4" (5. m) • •I* • 4' 20.8' 25 MIT 1.2 m 32 mm (6.3 m) 5. 32 mq 1.5 m 35 rum 7.0 ) 1-AT 6' 1-1/2" 2500 • rum 1.8 m • 98 n*n • ./�' 7.BRn 1-3/4" 7' 29.2' 45 rum 2.1 m Smm 2" 8.9 m) 2" >8' Z33.3' 51 rum >:i. IT 51 mm 10.1 m) CONSTRUCTION LOADING CARGA DE CONSTRUCTION DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construction hasta que todas las restric- crones laterales y los arriostres esten colocados en forma apropiada ySegura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas miximas de monton. Vea el resumen BCSI-B4*** para mas information. Bottom / chords gonal braces every 10 truss spat 10' (3 m) - SS' (4.6 m) max. 20' (6.1 m) max. Same spacing as bottom Note: Some chord and web member chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords 10' (3 m) - 15' (4.6 m) max. CLR spice rentorcement Truss M�<� mbR 777 Minimum 2' 2x Scab block centered over splice. Attach to CUR with minimum l e5 (0.1354.5') nails each side of splice or as specified by the Building Designer. s SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. © Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses Como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES rit7�1 EMRefer to BCSI-BS.*** Truss bracing not shown for clarity. Vea el resumen BCSI-B5.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ntngtin miembro estructural de un truss,, a menos que este especificamente permiddo en el dibujo del dtsen"o del truss. °® Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacion previa.del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit sbcindustry.com/bI. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in same aspect of the construction project, it should seek assistance from a competent party. The methods and procedures .Wined in this document are intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor Its not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraming/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. S13C� &, �� w0o.Mss.s.11 TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St, Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbcindustry.com 703/683-1010 • toinst.oro FINAL SURVEY Property Address: 299 NE 99 STREET MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION: • Los 22 & 23 Block 33 of "MIAMI SHORES SECTION 1 AMENDED", according to the plat thereof as recorded in Plat Book 10, Page 70 of the Public Records of Miami -Dade County, Florida. SURVEYOR'S NOTES: •••• . . .... ...... 1) The above captioned Property was surveyed and described based • ort the above Legal. Description: Provided by Client. •••••• •••• •••••• 2) This Certification is only for the lands as described. It is not a certifiQation of. Title, ZorliM,•: Easements, or Freedom of Encumbrances. ABSTRACT NOT REVIEWED: • • • : • • • • • • • • • • • 3) There -may be additional Restrictions not shown on this survey that mvll(�.found•in the P015 i>✓• Records of this County, Examination of ABSTRACT OF TITLE will have;�o,.va made {Q•determiri* • recorded instruments, if any affecting this property. • : .. ••: • 4) Accuracy: • The expected use of the land, as classified in the Standards of Pr'actide (5d017O•FAC1, is • "Residential High Risk". The minimum relative distance accuracy for this type of boundary survey is 1 foot in 10,000 feet. The accuracy obtained by measurement and calculation of a closed geometric figure was found to exceed this requirement. 5) Foundations and/or footings that may cross beyond the boundary lines of the parcel herein described are not shown hereon. 6) Not valid without the signature and the original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to survey maps or reports by other than the signing party or parties are prohibited without written consent of the signing party or parties. 7) Contact the appropriate authority prior to any design work on the herein -described parcel for Building and Zoning information. 8) Underground utilities are not depicted hereon, contact the appropriate authority prior to any design work or construction on the property herein described. Surveyor shall be notified as to any deviation from utilities shown hereon. 9) The surveyor does not determine fence and/or wall ownership. 1 Q) Ownership subjects to OPINION OF TITLE. 11) Type of Survey: BOUNDARY SURVEY. 12) North arrow direction and bearings are based on Recorded Plat Book 10 Page 70 of the Public Records of Miami -Dade County, Florida. 13) Elevations are based on the National Geodetic Vertical Datum (1929 Mean Sea Level) 14) Bench Mark Used: Miami -Dade County BM #N-603-R. Elev. = +8.11' (NGVD29) 15) Flood Zone: "X" Base Flood Elev.: N/A as per Miami -Dade County, Florida. FEMA Panel Number: 120652-0102-L-SEPTEMBER 11, 2009 16) This PLAN OF SURVEY has been prepared for the exclusive use of the entities named hereon. The Certificate does not extend to any unnamed party: A.) TREVOR D HAUGE & KRYSTLE M HAUGE SURVEYOR'S CERTIFICATE: I Hereby Certify to the best of my knowledge and belief that this drawing is a true and correct representation of the BOUNDARY SURVEY of the real property described hereon. I further certify that this survey was prepared in accordance with the applicable provisions of Chapter 5J-17, Florida Administrative Code. Field Date: December 07, 2017 Job# RP17-1192 Pablo J. Alfonso P.S.M. Professional Surveyor & Mapper State of Florida Reg. No.5880 _10qoVF1AX C� d TW t- AND S U R V C Y O R S, INC- 6 17 5 NW 153t° STREET, SUITE 321, MIAMI LAKES, FLORIDA 33014 Phone: 305-822-6062 ' Fax: 305-827-9669 Page 1 of 2 F:\BOUNDARY-SURVEY-NOTES\I45 NE 162 STREET - MIAMI DADE - NTS - 06-21-17.doc r '-t ----------------- -----� ••• 15.0' A L L E Y ti • K ••• • .., 103.07' �' Eit',1,12" ..:. ...:. x 5 CHAIN LINK FENCE p• i�J•.: 89 5Ff 1 + .°9 30.0 • • ` aCONCLRF TE �I Y 90*12'4+o x � � • • • • • � • • • LOT-23 "•:• xw ,moo' .. �. " • . - s o .: W + BLOCK-33 Ux :� • • IZ I :s Z ,..... LU % :••. • Z • xY - • fX•i• •.: x • • • • • • W Isz • I Z LOT-22 �•�`� I • • • o x= BLOCK-33 POOL Q Q U , . '. x CL -2 •r x Of I.'�. ...• - �O' a o 13.1' :`b", . • ka CONCRETE•- 6.56' ..� >i� - x Z qMETAL • ; x - ROOF f • • ; , plop *0� \ODDS f , -TERRACE �f I 46.67 18.0' # 0 I �� /� 18.81' � - . o SHED A/C 10.0� 3'X3' a 1-STORY 4o i RES FF.E#13 O6' �� " 'u?s FIP. 1 / No I.D. 2.8' 2_0' 31' ro o C m Uci 0 13.1' BOUNDARY SURVEY SCALE: 1 " = 20' -� 25.32' moo' -4 A 4 0.0' t - • LLI. moo. L02:+ . + � U' N p FIP. 1/2° No I.D. 090'8'41" 7.1'•: 7^1' 4. ASPHALT 44.8' N o 19.00' 12.66' IF .PORCH, \ 15.06 I e moo' 10'5, SIf7EWALK-, a. I Oj' 22.6' PARKWAY + r. N.E. 99th STREET_ 20.4' ASPHALT PAVEMENT 75' TOTAL RIGHT-OF-WAY 4 30.0, 18.0, ,FIP 1/2" Na' .D. 1 °.Ir R=25.00' �-- A--9012'04" A=39.36' 41 �o. — i — LEGEND Overhead Wire Line 0 +� =Existing Elevations F.N. =Found Nail Conc. =Concrete R=Radius LAND SURVEYORS, INC. —ii — ii — Wood Fence ® =Catch Basin Meter F.I.R. =Found Iron Rebar F.I.P. =Found Iron Pipe/Pin U.E. =Utility Easement D.E. =Drainage Easement A=Arc &=Delta PHONE: 305-822-6062 * FAX: 305-827-9669 —.—Chain Link Fence o- Iron Fence ® =Water c), =Power Pole F.N&D =Found Nail & Disc D.M.E.=Drainage Maintenance T=Tangent 6175 NW 153rd STREET SUITE 321 h — — Monument Line SIP/R =Set Iron Pin/Rebar Easement A/C=Air Conditioner MIAMI LAKES FL. 33014 — —Centerline Page 2 Of 2 N FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Hague Residence Addition Builder Name: Street: 299 NE 99th Street Permit Office: City,'State, Zip: Miami Shores, FL, 33138 Permit Number: Owner.' Jurisdiction: .Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Addition 9. Wall Types (1156.7 sqft.) • • Insulation • • • Area • • • • ; • 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exteno., • :R=4.1 �t- .70 ft2 • • • b. N/A ••••••R= •••• ft2 •••••• 3. Number of units, if multiple family 1 c. N/A • �; „R= • ft2 • • 4. Numberof Bedrooms(Bedrms In Addition) 1(1) d.N/A •••••• ••.• R= • • ft2 • • 5. Is this a worst case? No 10. Ceiling Types (1034.0 sqft.) • • lnsulatiorT"•Area . • • • • • a. Under Attic (Vented) R=30.0 1034.00 ft2 • • ; • • 6. Conditioned floor area abovegrade (ft2) 1034 b. N/A • 0 : • 0 :2= • • • ft2 •.••�• •• •. Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts •• •• R= ft2 •' • •' • • • • R ft2 7. Windows(345.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AHU1 • • • •;,8 85 • • •• • • a. U-Factor: Sgl, U=1.01 e 345.00ft2 • • • ;., • SHGC: SHGC=0.35 , 12. Cooling systems • • • • • • • kBtu/hi•,,Wiciency b. U-Factor: N/A ft2 SHGC: a. Central Unit 29.2 SEER:16.50 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 16.3 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 7.348 ft. Area Weighted Average SHGC: 0.350 14. Hot water systems - Supplementalfor addition a. Electric Tankless Cap: 1 gallons 8. Floor Types (1034.0 sqft.) Insulation Area EF: 0.990 a. Slab -On -Grade Edge Insulation R=0.1 1034.00 ft2 b. Conservationfeatures b. N/A R= ft2 None c. N/A R= ft2 15. Credits CF, Pstat Glass/Floor Area: 0.334 Total Proposed Modified Loads: 46.53 PASS Total Baseline Loads: 47.96 1 hereby certify that the plans and specifications covered by Review of the plans and ail -VHE $Tql this calculation are in compliance with the Florida Energy specifications covered by this �y�_ ; 0,�, Code. calculation indicates compliance '==_`; �t �O with the Florida Energy Code. F. +++++ •• ; PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 0 - I hereby certify that this building, as designed, is in compliance Florida Statutes. G 9� COD with the Florida Energy Code. WE'�� OWNER/A T: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 4.00 ACH50 (R402.4.1.2). 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Hague Residence Addition Bedrooms: 1 Address Type: Street Address - Building Type: User Conditioned Area: 1034 Lot# Owner Name: Total Stories: 1 Block/Subdivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 299 NE 99th Street Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: Whole House Fan: City, State, Zip: Miami Shores, Family Type: Single-family FL, 33138 New/Existing: Addition Comment: •.. CLIMATE Design Temp Int Design Temp •. • Westing Deign Dailtil"A V Design Location TMY Site 97.5 % 2.5 % Winter Summer degree Days • Moisture Range • s •goes* FL, Miami FL_MIAMI INTL_AP 51 90 70 75 g• 149.5 • 56 �4�egg BLOCKS • e g 0 11 woo so • Number Name Area Volume g • : • • • : • • . . :*see 1 Block1 1034 10340 • • • • • • e • SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AHU1 1034 10340 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulation AHU1 144 ft 0.1 1034 ft2 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Flat tile/slate 1120 ft2 216 ft2 Medium 0.75 No 0.9 No 0 22.6 ATTIC v # Type -Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1034 ft2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) AHU1 30 Blown 1034ft' 0.11 Wood 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 ' WALLS Adjacent 10 Wall Type Space Cavity Width Height Sheathing Framing Solar Belo w 1 N Exterior Concrete Block - Int Insul AHU1 4.1 29 8 10 296.7 ft' 0 0.3 0 2 E Exterior Concrete Block - Intlnsul AHU1 4.1 12 0 10 120.0ft2 0 0.3 0 3 S Exterior Concrete Block - Int Insul AHU1 4.1 29 0 10 290.0 ft' 0 0.3 0 _ 4 W Exterior Concrete Block - Int Insul AHU1 4.1 45 0 10 450.0 ft' 0 0.3 0 WINDOWS Orientation shown is the entered, Proposed orientation. Wall OverhVg 990690 .. , ... # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth S oioa Int Stye. Screenip5 1 N 1 Metal Single (Clear) Yes 1.01 0.35 Y 102.0 ft' 15 ft 0 in 10Y9 ino • • Drapeslbtinds lgdT "• • 2 N 1 Metal Single (Clear) Yes 1.01 0.35 Y 45.0 ft' 15 ft 0 in 2'ff Q Ifi• 0 Drapes/biinds Gw. • 3 E 2 Metal Single (Clear) Yes 1.01 0.35 Y 24.0 ft' 1 ft 8 in left 0 in • Dra�%tftr%% f�qr}�� • 4 E 2 Metal Single (Clear) Yes 1.01 0.35 Y 40.0 ft' 1 ft8 in 2•ft iil• • Drapes/blinds None• • 5 S 3 Metal Single (Clear) Yes 1.01 0.35 Y 48.0 ft' 1 ft 8 in 1"0 it1" DrapettlirTA Iddh1;'; 6 S 3 Metal Single (Clear) Yes 1.01 0.35 Y 48.0 ft' 1 ft 8 in 11t 0 M* : Drapes/blinds None • 7 W 4 Metal Single (Clear) Yes 1.01 0.35 Y 8.0 ft' 1 ft 8 in 2Jt 0 in. Dra49/6F1rid's fyone 8 W 4 Metal Single (Clear) Yes 1.01 0.35 Y 30.0 ft' ft 8 in • • • 2 tt0in • •••.• Drapp1blipq f�fone INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse ProposedACH(50) .000254 689.3 37.84 71.17 .1754 4 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat/Supplement None COP:1 16.3 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/Supplementalfor a Split SEER: 16.5 29.2 kBtu/hr 876 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless AHU1 0.99 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# CollectorModel# Area Volume FEF None None ft' 4/10/2018 12:46 PM EnergyGaugeOUSA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 DUCTS --- Supply--- -- Return --- Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 8 85 ft' Attic 20 ft' Default Leakage AHU1 (Default) c(Default) c 1 1 TEMPERATURES ProgramableThermostat, Y Ceiling Fans: Jan CoolingHJan Feb [ MarMar A r Ma Au Oct Nov Dec Jan F�1 �X� Jun rjJun Mul ul Aug ri Se rISep Oct �Gov IXI VentinHeating Feb lX Mar Apr May Jun ul Aug SepDec Oct Dec Thermostat Schedule: HERS 2006 Reference Hours • • • • • • •' • • • • Schedule Type 1 2 3 4 5 6 7 8 • •9 • • 10 • •11 12 ' Cooling (WD) AM 78 78 78 78 78 78 78 78 gip; 80 . 80 .80 • PM 80 80 78 78 78 78 78 • • 78 788 78 78 .i8� •. • Cooling (WEH) AM 78 78 78 78 78 78 78 78 • 7gg • 78 • ' • • • 9E 7� •�8: PM 78 78 78 78 78 78 78 78 78" 78 78 . Heating (WD) AM 66 66 66 66 66 68 68 68 68 • •68" 68 • • " • • PM 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 66 66 66 66 66 68 68 68 : 68 : % 68 • 68 �g • PM 68 68 68 68 68 68 68 68 068 • 68 ' • . . .. • • . • so 0 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 Building Input Summary Report - PROJECT Title: Hague Residence Addition Address type: S Building Type: User Bedrooms: 1 Lot #: Owner: Conditioned Area: 1034 Block/SubDivision: Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street: 299 NE 99th Street Permit Office: Rotate Angle: 0 County: Miami -Dade Jurisdiction: Cross Ventilation: City, State, Zip: Miami Shores, Family Type: Single-family Whole House Fan: FL, 331306 • New/Existing: Addition Terrain: Urban • • Year Construct: 2018 Shielding: Urban : • . • • Comment: • • ' "" •••••• •••• •••••• CLIMATE Design Design Temp Int Design Temp HeERAJ Design Dailyler;6 Location Tmy Site 97.5% 2.5% Winter Summer Deg"',D`I MoijtUrey Rang""00 90 FL, Miami FL_MIAMI_INTL AP 51 90 70 75 14P". • 56 ' Low '. ! UTILITY ' Fuel Unit Utility Name Monthly Fixed Cost •' �TUnit Electricity kWh Florida Average 0.00 0.12 Natural Gas Therm Florida Average 0.00 1.72 Fuel Oil Gallon Florida Default 0.00 1.10 Propane Gallon Florida Default 0.00 1.40 SURROUNDINGS --------Shade Trees---------- --Adjacent Buildings-------- Ornt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft BLOCKS Number Name Area Volume 1 Block1 1034 10340 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 AHU1 1034 10340 No 2 1 Yes Yes Yes FLOORS (Total Exposed Area = 1034 sq.ft.) # Floor Type Space Exposed Perim Perimeter R-Value Area Joist R-Value Tile Wood Carpet 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 1 Building Input Summary Report FLOORS(Continued) # Floor Type Space Exposed Perim Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Ins AHU1 144 0.1 1034 ft -- 0 0 1 ROOF Roof Gable Roof Solar SA. Emitt E%tL,,,'Deck .Qi>i o* # Type Materials Area Area Color Absor. Tested • • • Testegf•Jnsul. (deg)40 ' .• • • 1 Gable or shed Flat tile/slate 1120 ft2 216 ft2 Medium 0.75 No No 0 .22.6 .0 i9 .•.•.• ATTIC •••••• .... . ..... # Type ...*I. . ..... • • • Ventilation Vent Ratio (1 in) Area RBS • RO.L00 • 1 Full attic Vented 300 1034 ft2 N •.� • CEILING (Total Expo;W;Vrea = JD34 sq.fC.)"' # Ceiling Type Space R-Value Ins. Type Area Framing Fraction Truss Type 1 Under Attic(Vented) AHU1 30.0 Blown 1034.0ft2 0.11 Wood WALLS (Total Exposed Area = 1157 sq.ft.) Adjacent Cavity Width Height Sheathing Framing Solar Below # Ornt To Wall Type Space R-Value Ft In Ft In Area R-Value Fraction Absor. Grade 1 N Exterior Conc. Blk - Int Ins AHU1 4.1 29.0 8 10.0 0 296.7ft' 0 0.3 0 % 2 E Exterior Conc. Blk - Int Ins AHU1 4.1 12.0 0 10.0 0 120.Oft2 0 0.3 0 % 3 S Exterior Conc. Blk - Int Ins AHU1 4.1 29.0 0 10.0 0 290.0ft2 0 0.3 0 % 4 W Exterior Conc. Blk - Int Ins AHU1 4.1 45.0 0 10.0 0 450.Oft2 0 0.3 0 % WINDOWS (Total Exposed Area = 345 sq.ft.) Wall ----Overhang---- # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single (Clear) Yes 1.01 0.35 Y N 102.0ft 15.0 ft 0 in 1.0 ft 0 in Drapes/blinds None 2 N 1 Metal Single (Clear) Yes 1.01 0.35 Y N 45.0ft2 15.0 ft 0 in 2.0 ft 0 in Drapes/blinds None 3 E 2 Metal Single (Clear) Yes 1.01 0.35 Y N 24.0111:2 1.0 ft 8 in 1.0 ft 0 in Drapes/blinds None 4 E 2 Metal Single (Clear) Yes 1.01 0.35 Y N 40.Oft2 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None 5 S 3 Metal Single (Clear) Yes 1.01 0.35 Y N 48.0ft2 1.0 ft 8 in 1.0 ft 0 in Drapes/blinds None 6 S 3 Metal Single (Clear) Yes 1.01 0.35 Y N 48.0ft2 1.0 ft 8 in 1.0 ft 0 in Drapes/blinds None 7 W 4 Metal Single (Clear) Yes 1.01 0.35 Y N 8.0ft2 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None 8 W 4 Metal Single (Clear) Yes 1.01 0.35 Y N 30.0ft' 1.0 ft 8 in 2.0 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM50 ELA EgLA ACH ACH50 Space(s) 1 Wholehouse Proposed ACH(50) 0.00025 689 37.84 71.17 0.1754 4.0 All 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 2 Building Input Summary Report MASS # Mass Type Area Thickness Furniture Fraction Space 1 No Added Mass 0 ft2 O ft 0.30 AHU1 HEATING SYSTEM # System Type'Fl. Addition Subtype AHRI # Efficiency Capacity --Geothermal HeatPump-r• • Oucts Block kBtu/hr Entry Poaver Volt CG ' � Ire�t. ....•. 1 Electric Strip HeafSupplementa None COP: 1.00 16.3 0,0: „Q 00 sys#1 •,Z„• • COOLING SYSTEM # System Type'FI. Addition Subtype AHRI # Efficiency Capacity A�• SHI; Oct 8Iwo�1�,' kBtu/hr cfrw • • • • •• •• •• •• •••••• 1 Central UnifSupplementa Split SEER:16.5 29.2 6 • 0. �5 Sys#1 .1. 0 • HOT WATER SYSTEM # System Type Subtype Location EF Cap Use SetPnt Fixture Flow Pipe Ins.' ' Pipe length 1 Electric Tankless AHU1 0.99 1.00 gal 40 gal 120 deg Standard None 0 Recirculation Recirc Control Loop Branch Pump DWHR Facilities Equal DWHR Other Credits System Type length length power Connected Flow Eff 1 No NA NA NA No NA NA NA None DUCTS Duct ------Supply------ -------Return------- Air CFM 25 CFM 25 HVAC # # Location R-Value Area Location R-Value Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 8.0 85 ft2 Attic 8.0 20 ft2 Default Leakage AHU1 (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling []Jan [ ] Feb [ ] Mar [ ] Apr [ ] May [X] Jun [X] Jul [X] Aug [X] Sep [ j Oct [ ] Nov [ ] Dec Heating [X] Jan [X] Feb [X] Mar [ ] Apr [ ] May []Jun [ ] Jul [ ] Aug [ ] Sep [ ] Oct [X] Nov [X] Dec Venting []Jan [ ] Feb [X] Mar [X] Apr [ j May []Jun [ ] Jul [ ] Aug [ j Sep [X] Oct [X] Nov [ ] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/10/2018 12:47:04 PM EnergyGauge® / USRCSB v6.0 Page 3 Building Input Summary Report MISC ELECTRICAL LOADS ID Type Screen Location Item Quantity Catagory Operating Schedule Off Standby 1 Misc Elec Load Simple Default Main 1 1 HERS2011 1 APPLIANCES & LIGHTING SCHEDULES Appliance Schedule: HERS2014 Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Occupancy peak: 400 Btu AM 0.930 0.930 0.930 0.930 0.930 0.930 0.930 0.980 0.460 0.270 0.270 0.270 % Released: 100 % PM 0.270 0.270 0.270 0.270 0.330 0.610 1.000 1.000 0.930 0.930 0.930 0.930 refrig peak: 0 W AM 0.824 0.804 0.784 0.764 0.744 0.734 0.744 0.754 : 0.1 ft 0.7940 • 00.814 040!8649 %Released: 100 % PM 0.854 0.864 0.884 0.904 0.925 0.945 0.925 0.915 00.904 0.894••.G.874 0.861 cWash peak: 0 W AM 0.200 0.100 0.050 0.050 0.050 0.075 0.200 000*0* 0.375 .. g.3g4 • 0.800 0.950 . 1.000 % Released: 30 % PM 0.875 0.850 0.800 0.625 0.625 0.600 0.575 0.550 Q.g2J5 0.700 0.650 . -0 V 4 E-cDry peak: 0 W AM 0.200 0.100 0.050 0.050 0.050 0.075 0.200 0.375 ' 6MO 0.9b0 0.950 • arUMO % Released: 15 % PM 0.875 0.850 0.800 0.625 0.625 0.600 0.575 0.550 ":Vj 0.7.00 4.650 • 03% dWash peak: 0 W AM 0.139 0.050 0.028 0.024 0.029 0.090 0.169 0.303 • • QZ44 0.594 . 0.502 0.g43 % Released: 60 % PM 0.376 0.396 0.334 0.323 0.344 0.448 0.791 1.000 ; 0.1801 0.�97 0.383 0.2811 E-rOven peak: 0 W AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 : 041 0.143 0.343 ;.44V. % Released: 80 % PM 0.457 0.343 0.286 0.400 0.571 1.000 0.857 0.429 ' U.28e 0. JZV • p.171 • 0.1140, TVs peak: 176 W AM 0.100 0.050 0.050 0.050 0.100 0.200 0.400 0.450 0.400 0.200 0.100 0.100 % Released: 100 % PM 0.050 0.050 0.150 0.450 0.850 1.000 0.950 0.800 0.500 0.250 0.150 0.100 cFan peak: 0 W AM 0.600 0.600 0.600 0.600 0.600 0.600 0.600 0.250 0.250 0.250 0.250 0.250 % Released: 100 % PM 0.250 0.250 0.250 0.250 0.250 0.250 0.550 0.600 0.600 0.600 0.600 0.600 Igts-in peak: 0 W AM 0.160 0.150 0.160 0.180 0.230 0.450 0.420 0.260 0.190 0.160 0.120 0.110 % Released: 100 % PM 0.160 0.170 0.250 0.270 0.340 0.550 0.600 0.880 1.000 0.880 0.510 0.280 Igts-out peak: 0 W AM 1.000 1.000 1.000 1.000 1.000 0.750 0.750 0.000 0.000 0.000 0.000 0.000 % Released: 0 % PM 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.750 0.750 0.750 1.000 Igts-gar peak: 0 W AM 0.000 0.000 0.000 0.000 0.000 0.500 0.750 1.000 0.750 0.500 0.000 0.000 % Released: 0 % PM 0.000 0.000 0.500 0.500 0.750 1.000 0.750 0.500 0.000 0.000 0.000 0.000 MEL peak: 0 W AM 0.500 0.500 0.500 0.750 0.750 0.850 1.000 1.000 1.000 1.000 0.900 0.900 % Released: 90 % PM 0.900 0.900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.850 0.750 0.750 4/1012018 12:47:04 PM EnergyGaugeO / USRCSB v6.0 Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows— Description a. U-Factor: Sgl, U=1.01 SHGC: SHGC=0.35 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 299 NE 99th Street, Miami Shores, FL, 33138 Addition Single-family 1 1(1) No 1034 Area 345.00 ft2 ft2 ft2 ft2 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.1 b. N/A R= c. N/A R= 7.348 ft. 0.350 Area 1034.00 ft2 ft2 ft2 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1156.70 ft2 b. N/A R= ft2 c. N/A R= ft2 d. N/A R= • • ft2 10. Ceiling Types • • •Insulation Area • a. Under Attic (Vented) • •R=30.0 M.00 ft2 b. N/A •••:•.R= •••. ft2 .•.••• c. N/A " 0 *R= . ft2 • • 11.Ducts �.••�� ft29 • a. Sup: Attic, Ret: Attic, AH: �'•••• AHU1 • • • • • 8 850 • • • • • • 12. Cooling systems kBtu/hr Efficiency • a. Central Unit • • • • • . • • • 29.2 S ER:16.50 . 13. Heating systems • • : kBtu/hr. • lfficiency . a. Electric Strip Heat • 1 ;l 0 gOP:1.00 14. Hot water systems - Supplementalfor addition a. Electric Cap 1 gallons EF: 0.99 b. Conservationfeatures None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: CF, Pstat "Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/10/2018 12:46 PM EnergyGauge®USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 G Air System Sizing Summary for AHU-1 Project Name: Hague Residence Addition 04/10/2016 Prepared by: 10:59AM Air System Information Air System Name............................................................. AHU-1 Number of zones ........................ - - ._.....-----..... ----------.--...........1 Equipment Class ......................... ----------------------. SPILT AHU Floor Area ....................... -----. ......................... -----................1034.0 ftz Air System Type.------...... -------------- ............-.............._._....__ SZCAV Location..... ---------------------- -.................. .._._-._ Miami Shores, Florida Sizing Calculation Information Zone and Space Sizing Method: Zone CFM........... - ... - ................ Sum of space airflow rates Calculation Months -....___..._.___.._................___..___.__...........Jan to Dec Space CFM .............................Individual peak space loads Sizing Data......______...............................__._...._..................... Calculated Central Cooling Coil Sizing Data Total coil load .--...........................................---- . .........- ---2.4 Tons Load occurs at ----............-------- ----•----_.............. ---------- Jul 1700 Totalcoil load ------------------------------------ ................... ----------------- 28.8 MBH OA DB / W B----------------------------------- -------. ------.......... - ..89.9 / 76.7 OF Sensible coil load ........... .. -................................... ...... 25.8 MBH Entering D B / W B .................... ........................................ 73.8 / 51/ i • W Coil CFM at Jul 1700 ........................... ............ ----------........1000 CFM Leaving DB / W B .------------..........-- . - ---+-..... 49.8 / 44�6 •:1�0 • • • o • • Max block CFM ............................ ..................................- ........ 1000 CFM Coil ADP ............... -- ..........................'. • + 47. °F • Sum of peak zone CFM.........................................................1000 p CFM Bypass Factor YP �.�...._.�........... 0.10 • s + Sensible heat ratio --..................................... . ....... 0.896 .__....._................._-. Resulting RH .....---- • • • • • • • 13 • % • • • • • . • ft2/Ton ----- --------- ..............................................-............... - -. 430.6 --------------------------------.._. Design supply temp.............------ -------- --.... • • • • .............. 49.1 • OF • • BTU/(hr ft') - - - - ......... ---------..-... -----------........ 27.9 Zone T-stat Check ................................... s_•.•.•-------------1 of 1 OK s • • • Water flow @ 10.0 OF rise... ---------------------------------- WA Max zone temperature deviation ............... .:.............. A.e • •P' s + + •••••• • • ••••• Central Heating Coil Sizing Data •• •• •• •• ••r••• Max cal load .............................. -- ---- -----------..... -------------10.9 MBH Load occurs at ------............. -----------......... ...... s • • • • • Des Ht • 0 • Coil CFM at Des Ht..............................................................10 g 00 CFM BTU/(hr-ft')............-.............................................. --........-- _�...---------------------40.5+� •••••• Max coil CFM.........................................................-.........._ 1000 CFM Ent. DS / Lvg DB.................. --------------- s---------'---- 69.6 /Kl r • • Water flow 20.0OFdro @ P ... ..........N/A •��• 0 �••+•0 �� • • • •• r Supply Fan Sizing Data Actualmax CFM .................................------.......----------1000 CFM Fan motor BHP ------------------------------------------------ -- -- 0.15 BHP StandardCFM ....... . .............................--......................1000 CFM Fan motor kW ---------......------------ -- -----........ -............................ 0.11 kW Actual max CFM/ft2................................................ .- .--......0.97 CFM/ft2 Fan static------......----- --------------------- --------------- ._..................0.50 inwg Outdoor Ventilation Air Data Design airflow CFM ---............................- --- - -- .._.......--...... - 0 CFM CFM/person ........................ •-------------............- - ....................0.00 CFM/person CFM/ft2 -............................................. ---._....................._...........0.00 CFM/ft2 Hourly Analysis Program v.4.2 Page 1 of 1 mm --ME' MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 118,120 - IMBURGIA CONSTRUCTION Site Information: Customer Info: IMBURGIA COSNT Project Name: N/A Model: N/A Lot/Block: N/A Subdivision: N/A Address: 299 N E 99 STREET, N/A City: MIAMI SHORES State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 •••••• Name Address and License # of Structural Engineer of Record, If there is one, for tttq bjljLding. Name: License #: Address: • City: State: 9000 General Truss Engineering Criteria & Design Loads (Individual Truss Design DrawIA§;'Show !;PVdi91 Loading Conditions): ...••• • Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 • Wind Code: ASCE 7-10 Wind Speed: 175 mph • Roof Load: 55.0 psf Floor Load: N/A psf • This package includes 1 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date �1 �T16436527 IT1 3/6/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Fort Dallas Truss Co., LLC. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. REVIEW AND ACCEYT>ANM IS FOR DESVIN INTENT ONLY AND IS NOT FOR DIMENSIONS, OUANITTIES, OR FIELD CONDITIONS, WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. NO CHANGES OR DEVIATIONS FROM THE CONTRACT DOCUMENTS ARE ACCEPTED UNLESS EACH 13 CLEARLY IDENTIFIED AS SUCH AND EACH IS SPECIFICALLY ACCEPTED OR . AN REJECTED ACCEPTED CHANGE OR DEVIATION IS SUBJECT TO A REDUCTION OF THE CONTRWr LuMP SUM li.wftvd By Qv� Nft fJ�J N P I....Yi 0111111#I/yly,, �� PQU I N VFW e.. % J� rEN8. F��eo 10 No 68 0 -33'.• S TAT O F 14/ 00, SJO N A, ��J10 ,`% Joaquin Velez PE No.68182 MITek USA, Inc. R . Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: March 6,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type city Ply CONSTRUCTION - T16436527 19.12b T1 COMMON 8 1 �IMBURGIA Units: 1 Job Reference o tional FORT DALLAS TRUSS CO. L-C., MIAMI, FL. 8.220 a Nov 16 2018 MTek Industries, Inc. Wed Mar 6 08:52:00 2019 Page t ID: igl?yezD WKwi3rDnNBmyMAyQ9en-QB8YKA6KgZNe8hgmtZ?ANNQgTCHfoAY6lr5FbNzdiVz 2-4-0 7-9-0 13-2-0 18-7-0 24-0-0 26-4-0 2-4-0 5-5-0 5-5-0 5-5-0 5-5.0 2-4 4x5 = 5x6 16 17 5x6 Z� • • • • 3.00 12 3 5 • • •••• •••••• 2x4 II 18 • • • • • •• •• 2x4 2 15 •••••• 67 •••• • • 3x4 = 19 20 11 21 10 9 13 0 0 d • • 12 5x6 = 5X6 — 5x6 — • • • • 5x6 • • • • • • • • 8 • t{Q• • REPAIR: REMOVE CANTILEVER ON ••• • • :so:*: • ONE END AS SHOWN. • • �•••�• •••••• APPLY 2 X 4 X 8' SP NO.2 SCAB TO ONE CACEj*•TRUSS WITH :*so*: LUMBER AND CONNECTOR PLATES (SHOWN DASHED) ® (0.131" X 3") NAILS PER THE FOLLOWING NAIL SOHEDULK: 2 x e1S - • • TO BE CUT CLEANLY AND ACCURATELY AND THE 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED @ 2" O.C• p�Fe • REMAINING PLATE(S) MUST BE FULLY EMBEDDED AND 2" MEMBER END DISTANCE. UNDISTURBED. 2-0.0 2 9-8-11 18-9-5 24-0-0 2 zs-4-o 0 0-4- 7-2-11 7-2.11 7-2-11 22-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.17 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.35 9-11 >741 180 BCLL 0.0 Rep Stress Incr YES W 3 0.59 Horz(CT) 0.08 8 Na n/a • BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc puffins. [PSA1 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-8, 3-12 OTHERS 2x4 SP No.2 LBR SCAB 8-10 2x4 SP No.2 one side REACTIONS. (lb/size) 8=1208/0-8-0, 12=1467/0-8-0 Max Horz 12=163(LC 10) Max Uplift8=644(1_C 7), 12=876(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-412/551, 2-15=-296/497, 3-15=-284/532, 3-16=-2239/1134, 4-16=-2176/1142, 4-17=-2237/1237,5-17=-2303/1225 BOT CHORD 1-19=-499/402, 12-19=-499/402, 12-20=-1167/2240, 11-20=-1167/2240, 11-21=-884/1821, 10-21=-884/1821, 9-10=-884/1821, 9-13=1204/2329, 13-22=1204/2329, 14-22=-1204/2329, 8-14=124/2329 WEBS 2380. 505/1295, 4 11=251/486, 3-11=-273/339, ,/1111111/III�,I 3-12—2372/150492 12 =-442/ 99 ♦♦♦�,,�P(�G E NV S' ♦ \ \' �•••• NOTES- 1) Attached 8-0-0 scab 8 to 10, front face(s) 2x4 SP No.2 with 1 row(s) of 10d (0.148" x3") nails spaced 9" o.c.except : starting at 0-0-0 from No 68182 end at joint 10, nail 1 row(s) at 7" D.C. for 2-0-0. * 2) Unbalanced roof live loads have been considered for this design. �• 3) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., •� GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 2-11-7, Interior(1) 2-11-7 to 10-2-0, Exterior(2) 10-2-0 to S O ` 16-2-0, Interior(1) 16 2-0 to 21 4-0, Exterior(2) 21-4-0 to 24-4-0 zone; cantilever left and right exposed ;C-C for members and forces & ; O ; MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 4) Plates checked for a plus or minus 0 degree rotation about its center. i'T� , < R , O P �N,♦♦` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 644 lb uplift at joint 8 and 876 lb uplift at .�� 'pis �O N A1111101 joint 12. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Joaquin Velez PE No.68182 Bottom Chord, nonconcurrent with any other live loads. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 6,2019 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10103,7015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYMI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Symbols % •: •'• % •: PLATE LOCATION AND OVIENjAMN; E Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-s*teenths. • Apply piatas toboth sic%sIf Ms and fully e:lbgd Seth. • • • + ••• • •• 0-�1fi r •• • • • •• ••• • ••• • • • • •• For 4 x 2 orientation, locate plates 0- ''+e' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 00 Numbering System • • • 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) • ••;1 2 3 • TOP CHORDS C1-2 C2-3 c� 4 WEBS O U �s� a. O ~ C7-8 C8-7 Q BOTTOM CHORDS General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. Of O 3. Never exceed the design loading shown and never X stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building I- designer, erection supervisor, property owner and all other interested parties. 8 7 6 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm MCI MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RUSS Re: 18J20-A: HAGUE Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Site Information: Project Customer: IMBURGIA CONSTRUCTION Job Name: HAt;UFr-RESIDEWL Lot/Block: Subdivision : ...... ....;. Site Name: 299 NE 99 ST. ...... Site Address: .0000 ..... MIAMI SHORES St: FL Zip: .... .... .0.00• . . . ...... • . . . • • ..... . ...... 0000 . ...... General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings 4how Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: 8.21 Mar 12 2018 Roof Load: 55.0 psf Floor Load: N/A Wind Code:ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 03/05/19 T11 A0043038 2 03/05/19 V4 A0043039 3 03/05/19 V6 A0043040 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. LOOMIS QN'3INEERIN113; WC. 10 ACCEPT7� ACCEPTED AS NOTED ❑ NOT ACCEPTED, REVISE AND FASUBWr E3 RECEIVED REVIEW AND ACCEPTANCE 13 FOR DESIGN INTENT ONLY AND IS NOT FOR DIMENSIONS, OUANTMES, OR FIELD CONDITIONS, WHICH ARE THE SOLE RESPONSIBIIJTY OF THE CONTRACTOR. NO CHANGES OR DEVIATIONS FROM THE CONTRACT DOCUMENTS ARE ACCEPTED UNLESS EACH IS CLEARLY IDENn=IED AS SUCH AND EACH IS SPECIFICALLY ACCEPTED OR REJECTED. ANY ACCEPTED CHANGE OR DEVIATION IS SUBJECT TO A ./JREDUCT,I(M. OyN'J�OF THE CONTRACT WMP SU Rerbwed Bf L 311`I l MAR 0 5 2019 Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. 7035 SW 44 St. To: Delivery Miami, FL. 33155 IMBURGIA CONSTRUCTION Job Number: 18320-A (305) 667-6797 Fax: (305) 667-0592 12555 BISCAYNE BLVD. #888 NORTH MIAMI, FL 33181 Page: 1 Date: 03/05/19 10:07:07 Project: HAGUE RESIDENCE Block No: Model: Lot No: Contact: Site: Office: Deliver To: 299 NE 99 ST. Account No: 095301084 Designer: / Name: Phone: (305) 940-6957 Salesperson: JAVIER VFL4.£6A S Fax: MIAMI SHORES, FL Quote Number:. .. • • ..... • • • • P.O. Nurriteri. Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH • • • . • • 3 T11 31-04-00 COMMON 3.00 OAHlil1,?04-15 •• •�•••• •••• ••••• ••�aa� 2X4/2X4 •••••a •a•a•• •••••• I V4 04-00-00 GABLE oA Rg,r. Q1r(?o-00 • • 3.00 • • • • • • • • • 2X4/ •••••• V6 06-08-00 VALLEY 3.00 OA Hgiia 00-W-00 • • • • • • • • • 2 X 4 / 2 X 4 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) MAR O 5 2019 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Engineers Name Date 3 russ russ ype ty y �IMBURGIA CONSTRUCTION 3J20-A T1 1 Common 3 1 A00430E Job Reference o tional =ORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Mar 5 10:08:04 2019 Page I D: D7C LX4yW iCBQBTGZGS3iNgze2 HX-x1 SFDgBUJ KnigW_T? VBAupObTcnpU G4Z8mJ9 rljzeO 2-4-0 4-n-n [a-v-v 31-4-U 2-4-0 6-8-0 6-8-0 Scale = 1:51.9 3.00 F12 • • 4x5= • • •••• •••••• • • • • 3x4: 5 3x4 •••••• •••••� ••••�• 4x5 = 1 19 45 � • 3 •••••• 6 7 •••• •• • • • vi 3x6 ; •••• • •• ••••• • • 2 17 • • •••�Q3x6� ••••• 9• o •• o • Ir, 3x4 = 21 16 15 14 23 i3 •• o 12 24 11 25 • • • • 26 3x4 = 3x6 11 5x6 = 4x5 = 3x8 = • • 10 • • 4x5 = Sx6 = • • • • • • • • 3x6 • • • • • • • 2-0-0 2,4,0 9-0-0 2-0-0 0-4-0 6-8-0 15-8-0 22-4-0 29-0-0 2 - -0 31-4-0 6-8-0 Plate Offsets (X Y)-- [2:0-2-0 0-1-8] [4.0-2-8 Edge] [5:0-2-8 0-2-4] [6.0-2-8 Edge] [8.0-2-0 0-1 81 6-8-0 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) 0.24 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.38 13-15 >843 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 148 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2: 2x4 SP M 31 WEBS 1 Row at midpt 8-11, 2-15 WEBS 2x4 SP *Except* W2: 2x4 SP No.2 SP MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 10-1728/0 8 0 Installation guide (min. 0-2-1), 16=1728/0-8-0 (min. 0-2-1) Max Horz 16=151(LC 10) Max Upliftl O=-1013(LC 7), 16=-1013(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/507, 2-17=-3175/1539, 3-17=-3103/1554, 3-4=-2522/1299, 4-18=-2508/1307, 5-18=-2443/1315, 5-19=-2443/1315, 6-19=-2508/1307, 6-7=-2522/1299, 7-20=-3103/1554, 8-20=-3175/1539, 8-9=-283/507 BOTCHORD 1-21=-454/272, 16-21=-454/272, 16-22=-454/272, 15-22=-454/272, 14-15=-1492/3010, 14-23= 1492/3010, 13-23=-1492/3010, 13-24=-1365/3010, 12-24=-1365/3010, 11-12=-1365/3010, 11-25=-454/272, 10-25=-454/272, 10-26=-454/272, 9-26=-454/272 WEBS 5-13=-208/630, 7-13=-821/593, 7-11=-231/277, 8-11 =-1 572/2856, 8-1 0=-1 567/1018, 3-13=-821/593, 3-15=-231/277, 2-15=-1572/2856, 2-16=-1567/1018 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-9 to 3-1-1, Interior(1) 3-1-1 to 12-6-6, Exterior(2) 12-6-6 to 15-8-0, Interior(1) 18-9-10 to 28-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1013 lb uplift at joint 10 and 1013 lb uplift at joint 16. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A0043039 118J20-A IV4 GABLE 3.00 F12 1 1 Job Reference (optional) 8,210 s Mar 12 2018 MiTek Industries, Inc. Tue Mar I D: D7C LX4yW iCBQBTGZGS3iNgze2HX-PUOdROC64evYlgZgZCiP ROZwx( 4-0-0 2-0-0 3x4 = 2 • • 4-0-0 4-0-0 Plate Offsets (X.Y)-- f2:0-2-0.Edael Scale = 1:7.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=126/4-0-0 (min. 0-8-7), 3=126/4-0-0 (min. 0-8-7) Max Horz 1=-13(LC 11) Max Upliftl=-94(LC 6), 3=-94(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1 and 94 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OTruss Truss Type Qty Ply CONSTRUCTION A0043040 18J20-A V6 Valley 1 1 �IMBURGIA Job Reference (optional) rvn vr+w+o nuoo tiv. �� uni �. Me IV s mar I Z Za 10 ml I eK Inauslnes, Inc. I ue mar 0 l vuu:uo zul a rage 1 ID:D7CLX4yWiCBQBTGZGS3iNgze2HX-tga?eMCkrx1 Pwg8s7wDfzE65HQX7yMrsc4oyMbzeOUd 3-4-0 6-8-0 3-4-0 3-4-0 Scale = 1:12.1 3x4= •••• 3.00 F12 • • • • • •••• •••••• • T 2 •••••• • • • • • •• •• •••••• T1 T1 •••••• 1 _a o •••• • •• ••••• B1 •••••• • • • • •••• ••••• • • • • • • • •••••• 4 • • • • • • • • • • • • • 3x4 3x4 zz� • • • 6-8-0 6-8-0 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TIC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=236/6-8-0 (min. 0-1-8), 3=236/6-8-0 (min. 0-1-8) Max Horz 1=20(LC 10) Max Upliftl=-122(LC 6), 3=-122(LC 7) Max Grav 1=307(LC 22), 3=307(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/497, 2-3=-417/497 BOTCHORD 1-4=-448/387,3-4=-448/387 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 1 and 122 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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T-umco/!-Braoemust oovm,SO9% ofweb Vgtq,_° °° ° |Note: This detail NOT k/boused uoconvert lFBnaoe/k8nme webs 8acontinuous lateral braced woba * !' / wwTsx|*ov�n*v.|no� -_ . � � L_ Nailing Pattern . °°°° _--=e_0____° ° pra,Z 14%° | /T-Braceaize Nail ��oo �_--_- . �,-_� -- - °°°°��Ono . .~~ 1x4 or 1xG 10d 8^o�. -- -�- 2x4ur2x6n,2x8 10U -° | ° � , ---------- - -�---------- |� nnvt;mLa4om/�racmg Note: Nail along entire length ofT-Braoe/I-Braoa - meb3�o--1�--- -- -- - -�°°°°°-- ° ~ - (On TwuP�oNaU\o8o�P�en 2x3 or ^^- ~ ~- °°°°�� } 1--- -- '-~` ' '—Brace 'e-'� | � 2»8 -- -------��-�--`- �x8�8�ue .' ! 'Nails /~ ) Brace Size for Two- Ply Truss wam�� vvoo —^ I�� r�� race / ' Nails Consulting En , Str ,at IF'-33010 T-Brace/I-Bmco must be same species and grade (or better) as web member. NOTE: If SYP webs are used in the truss, 1 x4 or 1 x6 SYP braces must be stress ! rated boards with design values that are equal to(or better) the truss web design values. �For SYPtruss lumber grades up*u#2with 1X bracing material, use |ND45for l-Braoe|-Brace ! |For SYPtruss lumber grades up0z#1with 1)<bradngmo!er|aiuoe|ND5SfnrT'Braco/|Brace, - -- - -- - AUGUST 3, 2015 1 TRUSSED VALLEY CONNECTION DETAIL I T-VALLEY-180-D O MiTek USA, Tampa, FL GENERAL SPECIFICATIONS O 0� o0 1. NAIL SIZE = 3.5" X 0.131" = 16d 2. WOOD SCREW = 4.5" WS45 USP. • • • • • • 3. INSTALL SHEATHING TO TOP CHORD OF BAQSE TRUS31'9 • •' • • 4. INSTALL VALLEY TRUSSES (24" O.C. MiJ�IMLJM) AND, • • MiTek USA, Inc. SECURE TO BASE TRUSSES AS PEQ � A • • • • 5. BRACE VALLEY WEBS IN ACCORDANIQI I H THE • • • • • • • • • GABLE END, COMMON TRUSS INDIVIDUAL DESIGN DRAWINGS. 000000 • • OR GIRDER TRUSS 6. NAILING DONE PER NDS-05 0000 • • • • •' 7. VALLEY STUD SPACING NOT TO EXC't�Q ¢8" O.C. • • • 8. BASE TRUSS AND VALLEY TRUSS MUSTITE SOUTIIERII PINE LUNftW. • II II II II II II � II • • • II II II II II II II II II • I II II II II II II II II II • • • • 00000 II II II II II II II II • • • • II II II II II II Ij II • • • • • • • • II II II II I II • • • • • • • II jl I II II II • • • II Ij II II II II •••• I I II II II II I I it �I jl II I II II II Ij II I� BASE TRUSSES VALLEY TRUSS TYPICAL n SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. VALLEY TRUSS TYPICAL ACH 2x4 CONTINUOUS NO.2 SP THE ROOF W/ TWO USP WS45 (1/4" X 4.5") OD SCREWS INTO EACH BASE TRUSS. �11.5" Max GABLE END, COMMON TRUSS no nlonoo Tol les WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 EXPOSURE B, C OR D WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. 011111111"' ENs�e'9,L��: No 39380 •,�S'`S JOIN A� E'��`�� Thomas A. Albani PE No.39380 MTak USA, Inc. FL Cert 6634 6904 Parb East Blvd. Tampa FL 3M10 DateOctober 30, 2018 GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizaci6nderestricci6nlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining de manejo, insta/acicin, restdoctdn yaroostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Ilea e/ folleto BC57- Guia de Buena Practical Good Practice for Handling Installing Restraining Zara el Mangio Insta/acidn. Restriccidn y Arriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. pans informacidn mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizaciones de restriccidn lateral rmanente o P Pe individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la 83*** for more information. All other permanent hoja resumen BCSI-83*** para mas informacidn. El bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son la designer. responsabilidad del disefiador del edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamtento, instalaci6n, restriccidn y arrisotre incorrecto puede ser la caida de la estructura o a6n peor, hendos o muertos. ACRIMON Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 81AIN Utilice cautela a/ quitar las ataduras o los pedazos de metal de sugetar para evitar dan"o a los trusses y prevenir /a hedda personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. A CAUMCH Use 9CAUKAN Ublice special care in cuidado especial en windy weather or dials ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar fortruss HANDLING MANEJO �.� I�YIi1i7iAvoid lateral bending. Evite la fiexi6n lateral. Use proper rig- Use equip, apropiado ging and hoisting para levantar e The contractor is responsible for equipment. improvisar. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dailo. (S) DO NOT store NO almacene unbraced bundles verticalmente los upright. trussessueltos. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o a/macenados temporaimente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de Una semana, ponga bloqueando de a/tura suficiente detras de la pila de los trusses a 8 hasta 10 pies en centro (o.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados per mas de una semana, cubra los paquetes para protegerlos del ambiente Refer to SCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea e/ folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de los trusses en Area de trabajo. DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue /a grria. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. Q A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). • • Use at least two lift points for bundlese)f top • - W�ItPi4�G Do not over I��d�f Tpporting chord pitch trusses up to 60' (18.3 m)•d d Rral-• rE let chord trusses up to 45' (13.7 m). Use af least* stracture vith truss bundles• • • • three lift points for bundles of top choodlilD ci • • iADYERJIiNCIA! Nair-w1a wwgue la trusses >60' (18.3m) and parallel chorj Irgs:s• • estrulra apoyada con el paquete de >45' (13.7 IT). trusses. • • Puede usar un solo /ugar de levantar W a pf_ • a R1 laciitruossabundles instable position. quetes de trusses de la cuerda superior tact• 15' y trusses de cuerdas paralelas de 30' o menos. Puse p• aq•uetes de trutstZA trp posicidn Use por to menos dos puntos de leva4A:b} • • estlelNs • 09000 • • ••••• grupos de trusses de cuerda superior ' in 9 erior lP P pir �4 •••••• hasta 60' y trusses de cuerdas paratelas hasta • 45' Use por to menos dos puntos de IEv' n � &}R grupos de trus-ts de cuerda superidl inclinada mas de 60' y trusses de cuerdas para alas AS ag 45: • • • • • • : • •••••• MECHANICAL HOISTING RECOAAENANTIONS ?OR SINGLE TRrJW.0S• 0 RECOMENDACIONES PARA LEVANTA!2 TRUtSES 1APIV."JLES • ••s• Using a single pick -point at the peak can damage the truss. El use de un solo /ugar en el pico para levantar puede so' or less hacer dan"o at truss. Approx. 1/2 -� truss length Tagline TRUSSES UP TO 30' (g.l m) TRUSSES HASTA 30 PIES Locate Spreader bar orcAttach (3 red above or stinback o.c. max. mid-height Toe -in � T� oe-in 11 Spreader bar 1/2 to 2/3,r... /3truss length -� Tagline TRUSSES UP TO 60' (18.3 m) _� �_ Spreader bar 2/3 to TRUSSES HASTA 60 1 E 3/4 truss length Tagline TRUSSES UP TO AND OVER 60' (18.3 m) t- TRUSSES HASTA Y SOBRE 60 PIES -� © Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de gr6a hasta que la restriccidn lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' t © Trusses 30' (6.1 m) or (9.1 m) or f less, support less, support at near peak. quarter points. Soporte soporte de I cerca a/ Pico los cuartos Jos trusses E Trusses up to 20' > de tram, lUS F Trusses up to 30' -1o,. de 20 pies o 1 (6.1 m) trusses de 30 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL E= Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen 8C5I-82*** para mas infor- (TCTLR) macidn. 4K2x4mjrl Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para e/ primer =90' truss directamente en linea con cada Una de las filas de restriccidn lateral temporal de la cuerda superior (vea /a tabla en la prdxima Brace first truss columna). t securely before erection of additional DO NOT walk on trusses. unbraced trusses. r 1 NO camine en trusses Qsueltos. STEPS TO SETTING TRUSSES LAS MEDWAS DE LA INSTALACION DE LOS TRUSSES Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate los prdximos 4 trusses con restriccidn lateral temporal de mtembro corto (vea aba o . 4 Instate el arrios nal de la cuerda superior vea aba'o . I I) ) Iife�d�Tlo P 5 Instate arriostre diagonal para los pianos We los miefhbros secundarios pans estabilice los primeros cinco trusses (veAtz" 0617nstate la r?"cftin lateral tVgjal y 4riostre diagonal para la cuerda inferior (vea a6aip). 7) Repita esje procggimiento enqvrupo` re cuatro trusses hasta que todos los trussesest6n instalados. • • • ■QULLOJ Refer to BCSI-B2*** for more informatioR. -TVea �l �q� jp(��BCSZ-81*** para mas informacidn" • • RESTRAfNT/BRACING Fq?A4*PCANES Oi:S RESTRI OFON)"RRIOSTRL•PARA40DOS PL•fYM DE TRUSSES 0 This reWMIliftift bracing rAElhPJd•is for all trU:sls A0l! 3x2 and 4x2 parallel chord trusses (PCT,j)•5"t@(;.of next cAlty(W"temporary reiVm"d bracing of PCTs. Este mkWo de restriccidn y argiostre es para tr g lilt ils"xcepto trusses de cuerdas paralelas (PC7's)1x2 y 4x2. Vea /a parte superior de la cormnf pardNa restriccidn y arriostre temporal de PCTs. ' 1) TOP CHORD - JUERDA lI/PZ![!fl� • • on Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c, max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 IT). *Consulte a un Professional Registrado de Disen"o para trusses mas / de 60 pies. See BCSI-62*** for TCTLR options. Vea e/ BCSI-82*** para las opciones de TCTLR. Refer to BCSI-83*** for RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' S3 m) Or Diagonal bracing Repeal diagonal bracing EmRefer to 15' 4.6 m)every 15 truss spaces 30, SCSI-67*** for more (9.1 m) max. information. Vea el resumen BCSI-B7*** pars mas informaci6n. Apply diagonal brace to vertical �! J webs at end of cantilever and at bearing locations. All lateral restraint - s lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 42 chords. INSTALLING - INSTALACION , MM g " [.� Tolerances for Out -of -Plane. a Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3/4" 12.5' Max. Bow Le -> ngth D/50 D (ft.) 19 mm 3.8 m .E 1/4" 1' 7/8" 14.6' Max Bow Length 6 mm 0.3 m 22 mm 4.5 m 1/2" 2' 1" 16.7' Max. Bow O ; 13 mm 0.6 m 25 mm 5.1 m 3/4" 3' 1-1/8" 18.8' E Length �': �; Plumb 19 mm 0.9 m 29 mm 5.7 m ' ./line i 1" 4' 1-1/4" 20 8' Q Tolerances for 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 11/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max - 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8 m 38 mm 7.6 IT 1-3/4" T 1-3/4" 29.2' CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m CARGA DE CONSTRUCCION 2" t8' 2" 2:33.3' I (z2.4 m DO NOT proceed with construction until all lateral ((51 mm) restraint and bracing is securely and properly in place. NO proceda con la construccion hasta que todas las restric- ciones /aterales y los arriostres esten co/ocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to SCSI-84*** for more information. NO exceda las alturas maximas de montdn. Vea el resumen BCSI-84*** para mas informacidn. Gable End Frame restraint/bracing/ - A reinforcement information. _ Para informacidn sobre restriccidn/ TCTLR arriostre/refuerzo para Armazones -- - Hastiales vea el resumen BM-B *'- or� NEVER stack materials near a peak or at mid -span. 0">` Note: Ground bracing1 ng not shown for clari y. NUNCA amontone los matenales cerca de un pico. �7I Truss attachment - L�) Repeat diagonal braces for each set of 4 trusses. required at support s) I� DO NOT overload small groups or single trusses. 7Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequeiTos grupos o trusses individuales. I 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBR055ECUNDARIOS f LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT 'LA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! - niar,r,nal Bottom .chords Diagonal braces every SO truss space 10' (3 m) - 15' (4.6 Same spacing as bottom Note: Some chord and web member chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords 10'(3 m) - 15' (4.6 m) max. CLR splice reinforcement Truss Me mber 2x CLR 4A Minimum 2' 2x Scab block centered over splice. Attach to CLR with minimum 8-16d s (0.135x3.5") nails each side of splice or as specified by the Building Designer S SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20'(6.1 m) max. Material Materia711(4.N'�"E) Gypsum Boa Plywood or Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3.4 tiles high © Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. ALTERATIONS - ALTERACIONES I� Refer to BCSI-B5.*** Truss bracing not shown for clarify. Vea el resumen SCSI-85. *** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. �. r" NO Corte, altere o perfore ning6n miembro estructural de un truss a menos que este especificamente permitido en el dibujo del diseno del truss. =Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantfa limitada del Fabricante de Trusses. 'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing For of this document, visit sbandustry.mm/bl. NOTE: The truss- manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBC wood mars caupcn TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbcindustry.com 7031683-1010 • tpinst.orq