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1226 ESMAT WAY; ; CB153978; Permit
01-08-2016 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB 153978 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 1226 ESMAT WY CBAD RESDNTL Sub Type: SFD Lot#: 2 Constuction Type: 5B Reference#: MS11-02 Structure Type: SFD Bathrooms: 4.5 Status: ISSUED Applied: 11/17/2015 Entered By: SLE Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 1563512100 $532,308.00 1 4 Plan Approved: 01/08/2016 Issued: 01/08/2016 Inspect Area: Orig PC#: PC150036 Plan Check#: PC150062 LANAI: PHASE 1 I PLAN 4 Project Title: 3,315 SF LIVING/ 630 SF GARAGE /708 SF PATIO/ 92 SF DECK Applicant: SHEA HOMES 9990 MESA RIM RD SAN DIEGO CA 92121 858-526-6500 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Green Bldg Stands Plan Chk Fee $2,136.26 $0.00 $1,495.38 ($500.00) $0.00 $69.20 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,934.00 FS1 $0.00 $0.00 $22.00 $0.00 Total Fees: $35,671.75 Total Payments to Date: Inspector: M· ~ Owner: Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax ( 4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing lnlieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees Fire Sprinkler Fees TOTAL PERMIT FEES $35,671.75 Balance Due: Clearance: FS1 $0.00 $356.00 $0.00 $0.00 $9,688.01 $8,942.77 $0.00 $0.00 $3,160.00 $0.00 $0.00 $329.00 $89.00 $106.13 $0.00 $0.00 $0.00 $0.00 $881.00 $4,963.00 $0.00 $35,671.75 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refened to as "fees/exactions." You have 90 days from the date this pem,it was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any , '--··-, I.AA-_;,. __ ., N()Tlf'~ ' , -+-+ .. I..., r,f ' '-AA ' -•L.A_.,; __ -u-:~..i City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 01-08-2016 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW150445 Job Address: Permit Type: Parcel No: Reference#: CB#: Project Title: Applicant: SHEA HOMES 1226 ESMAT WY CBAD SWPPP 1563512100 CB153978 LANAI: PHASE 1 I PLAN 5 9990 MESA RIM RD SAN DIEGO CA 92121 858-526-6500 Emergency Contact: xx xx SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Loi#: 2 Owner: Total Fees: $282.00 Total Payments To Date: Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 11/17/2015 SLE 01/08/2016 1 M $54.00 $228.00 $0.00 $282.00 $282.00 Balance Due: $0.00 FINAL APPROVAL DATEoa/7:f)/L1, CLEARANCE. ___ _ SIGNATURE /111· ~s Inspection List Permit#: CB153978 Type: RESONTL SFD LANAI: PHASE 1 I PLAN 4 3,315 SF LIVING/ 630 SF GARAGE/ 708 S Date Inspection Item Inspector Act Comments 08/29/2016 89 Final Combo MC Fl 08/29/2016 89 Final Combo RI COF 08/22/2016 89 Final Combo RI COF 08/22/2016 89 Final Combo MC PA MINOR PICK UP, GMR E-MAILED TO SDGE. 06/06/2016 33 Service Change/Upgrade PD AP 05/02/2016 23 Gas/T esURepairs MC AP 04/29/2016 17 Interior Lath/Drywall MC AP 04/29/2016 18 Exterior Lath/Drywall MC AP 04/29/2016 23 Gas/T esURepairs MC co TEST FAILED 04/26/2016 16 Insulation MC AP WALLS ONLY, NEED CERT FOR CEILING. 04/21/2016 27 Shower Pan/Roman Tubs MC AP 04/21/2016 84 Rough Combo MC AP 03/29/2016 13 Shear Panels/HD's MC AP 03/21/2016 22 Sewer/Water Service MC AP BUILDING WASTE TO SEWER P.O.C, WATER TO METER. 03/14/2016 15 Roof/Reroof MC AP 02/01/2016 11 Fig/Foundation/Piers MC AP 02/01/2016 31 Underground/Conduit-Wirin MC AP UFER. 01/22/2016 21 Underground/Under Floor MC AP WASTE ONLY TO BLDG. LINE, NEED P.O.C. Monday, August 29, 2016 Page 1 of 1 ~ ,<,.: ~ C I H O• CB153978 1226 ESMAT WY LANAI: PHASE 1 / PLAN 4 CARLSBAD INSPECTION RECORD 3,315 SF LIVING/ 630 SF GARAGE/ 708 SF PATIO/ 92 Building Division NSPECTION RECORD CARD WITH APPROVED SF DECK RESDNTL Lot#: 2 SFD SHEA HOMES PLANS MUST BE KEPT ON THE JOB @ CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlsbadc&.gov/Buildinq AND CLICK ON URequest lnspectlonH . co~o l,,1, t1 ~~ I Required Prior to Requesting Building Final If Checked YES Planning/Landscape 7 6~944--8463 Allow 48 hours CM&I (Engineering Inspections) 76().438-3891 cau before 2 pm Are Prevention 76().602-4660 Allow 48 hours #66 MASONRY PRE GROUT OGROUT 0 WAl.l DRAINS .. 10 TILT PANELS #11 POUR STRIPS #11 COLUMN FOOTINGS #14 SUBFRAME O FLOOR O CEILING #15 ROOF SHEATHING #13 EXT. SHEAR PANELS #16 INSULATION #18 EXTHIOR LATH #17 INTERIOR LATH & DRYWAl.l #51 POOL EXCA/STEEL/BOND/FENCE PREPLASTER/ANAL Date #24 A/S UNDERGROUND VISUAL #27 A/S UNDERGROUND HYDRO #23 A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 FINAL A/SRNAL COOi!:# STORM WATER F / A ROUGH·IN #600 PRE-CONSTRUCTION MEETING F/AANAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN '05 NOTICE TO CLEAN AXED EXTING SYSTEM HYDROSTATIC TEST ,,607 WRITIEN WARNING FIXED EXTINGUISHING SYSTEM ANAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDICAL GAS ANAL Ins REV 10/2012 SEE BACK FOR SPECIAL NOTES r City of Carlsbad Permit No: CB153978 -Plan 4 Address 1226 Esmat Way Type of Work SFD and Duplexes Residential Additions Remodels I Lofts Apartments & Multi-family Garages/Sunrooms/Solariums Patio/Porch Enclosed Patio Decks/Balconies/Stairs Retaining Walls, concrete,masonry Pools/Spas-Gun ite Tl/Stores, Offices Tl/Medical, restaurant, H occupancies Photovoltaic Systems/ # of panels Fire Sprinkler System Air Conditioning -commercial Air Conditioning -residential Fireplace/ concrete, masonry Fireplace/ prefabricated Metal Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFO) CFO 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical Valuation Worksheet Assessor Parcel No. Date 12/03/2015 Area of Work Multiplier 3,315 $139.52 $166.81 $45.78 $124.35 630 $36.40 708 $12.13 $19.71 92 $19.71 $24.26 $51.56 $45.78 $63.70 $400.00 $0.00 $0.00 $0.00 $0.00 3,945 $3.94 $6.37 3,315 $5.31 $4,883.11 1 $3,319.61 TOTAL $532,308 CFD By SLE VALUE $462,508.80 $0.00 $0.00 $0.00 $22,932.00 $8,588.04 $0.00 $1,813.32 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $15,543.30 $0.00 $17,602.65 $0.00 $3,319.61 $0.00 $0.00 $532,307.72 Building Division C @ Yes (PFF=l.82%) @ No (PFF = 3.5%) $2,136.26 Land Use: $1,495.38 Density: $112.00 Improve. Area: $20.00 Fiscal Year: $150.00 Annex. Year: Factor: $18,630.77 $9,688.00 CREDITS PFF and/or CFO Explanation: TBO TBO TBO bhA,lnc. land planning, civil engineering, surveying January 27, 2016 w.o. 452-1214-600 Mr. Michael Collins CITY OF CARLSBAD Building Inspection 1635 Faraday Avenue Carlsbad, CA 92008 ROD BRADLEY, Urban Planner RONALD L. HOLLOWAY, Civil Engineer RE: BUILDING FORM VERIFICATION FOR 1222/1226/1230 ESMAT WAY (PARCELS 1, 2 3, PARCEL MAP 21225) MS 11-02 Dear Mr. Collins: This letter is to attest that BHA, Inc. has staked the location for the house construction on the above-mentioned lots. We have checked the locations of the building forms of the proposed houses and found the horizontal and vertical location to conform to the Site Plan. If you have any questions regarding this matter, please contact our office. Sincerely, bliA, Inc. '/{A-\° Ronald L. Holloway Senior Vice President R.C.E. 29271 RLH:pjh cc: Jason Korszeniewski -Shea· Homes building form verification.ltr 5115 Avenida Encinas, Suite L o Carlsbad, California 92008-4387 o (760) 931-8700 a FAX (760) 931-7780 • Southwest Inspection and Testing, Inc. 441 Commercial Way, La Habra, Ca 90631 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED IN~PECTOR'S DAILY REPORT I SWIT Job No. I Date h I, 11~-/' · r .. fi, TYPE OF ~ Reinforced Concrete D Welding D DINEpoxy INSPECTION Post Tensioned Concrete D Fireproofing D Wood Framing REQUIRED 0 Reinforced Masonry D Asphalt D Other Job Addr~ }/,1,.U/-f ( V""-/ Tract No. Lot No. . Job ~me 1 e'l,. ffz I / Perrpi~o. il-t' Issued By --' Type of St¥ui::ture r Arct;1e$ ~ ti tfl~W -.•. \. Material Descripti~.{,\ype,9rade, source)' • ~2 / Engi~~-~ ~, ': r."µ~ - l . . ~ ; -,,. I · l ,,;:.,,t,, • · 1 J:t,.L , /--'-,/ ~ ... "' / / Go'n~j~to~ /.'bi~ lnsp~1s Nam6'" ,,..<....>-rC'. <--Sulf_6btractor (, ~ / ~Z: C £.!' ' ,,, .., .... /-(*., /.,Vl c; ( .,, TESTS PERFORMED SAMPLE AIR CONC WATER TIME SET# TRUCK# TICKET# LOCATION SLUMP TEMP TEMP ADDED CAST MIX# REMARKS INSPECTION SUMMARY-LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB t'ROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT · AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTSJ:ORQUEDl CHECKED. ETC. j :l ... ./ / ~t11..-fvt-" · ;A1<:k,./r ¢~'-.... f.v Y-1-t: ~l~ !;_,~ ~ 5,,,-q;.1~· , 4/l'c. . Uv't-r-41"~ (' : . /v-/0 /fu"--Ml/ ~d <=;/1 .I IZ 3 u -, 11 L/C-cl_t ~ /(( ~/J-IZ ZL. ' . ., I/ 0-t°Y' ~-//--rL /.'L ,./'),6 / . .. _r CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATION, AND A7:ABLE SECTIO))l 3'_THE G=NG BUILDING ~AWS. -,--;;_ SIGNAT~RE OF REGISTERED IN$P~Cl,S)R r -· L--/ I (, ... j4/t,i.4 +- I~ sci-=7<.I ;c~f~ ( 71 . CONTINUED ON NEXT PAGE 0 PAGE TIMEIN TIMEOUT , // Approved By A.-, ~ -F (:d,1;/'*" ~-, ( .,p//if#.~ /// "17 Wrv~- t ...... ) ·' . OF I SAMPLES SPECIALTY NO. AGENCY Project Superintendent White -Office Copy • Canary-Accounting Copy • Pink -Inspector's Copy • Goldenrod -Jobsite Copy sm F-049 ©Southwest Inspection & Testing, Inc. w.o. __ 4: __ 9_-1-_~_-_.x:.. __ DATE_Z_J._,1_//._t.i> __ _ NAME._---''& ........ ';;::' ___ _ HOURS __ t ___ _ Geotechnical • Coastal • Geologic • Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: ___ N' ..... 1;. ... :,n _______________ Project Name: __ £._&.._'/._.,IJ_./ __ 1 __________ _ I J ffff-1-C Observation Summary ,&: Initials ,/;t Date I I --- Initials Date / Initials -/--Date I A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of Jhe geotechnical report. A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. / I Notes to Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Bulldlng Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. 5741 PalmerWay Carlsbad, CA 92008 (760) 438-3155 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714) 647-0277 .,1 I Representative of GeoSoils, Inc. 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 {'city of Carlsbad CIRCUIT CARD 8-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov THIS CARD MUST BE FILLED OUT AND AVAILABLE AT 11-JE SERVICE E( UlPMENT FOR THE ROUGH INSPECTION Address: 1'2. -Z..(~ Cr & I 1,v,. -PennitNumber: /",7.. 'j79? Owner: ·'-'~-~ Phone: Ii'.. /"I) .Rc,.-,-75~ '-Area in Sq, Ft. ~]IS Contractor: Phone: . PANELr D 'l1"i A.LC. VOLTS Ill WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TYPE SIZE TYPE SIZE Sv.b 1 100 t;.. Al I 2 r--·e 3 IS 1'1 Cu (. ::, 4 l=A-1.\ 5 IS ~ I 6 Inf.\-7 I c:; ·~ \0 I\ 8 Bffl~ 9 . Is 14 lo ~ 10 5,D, 11 I c; IL 1 12 is~ 2-13 1·> jL \., & 14 1-\-'g ..... l 15 IS I\ 10 't 16 1-\-~ 17 IS' [L i. 2-10 18 WO.Sh 19 U) 1-Z 1 20 \<it(,-1:\ 21 '2D I 4 22 Ow 23 15 jl \ 24 6-D 25 \-5 ,. I 26 Hood, 27 2.'0 J', I 28 JZ.ei:: 29 ,:o 1-Z.. I 30 1-\ i c..ro 31 "bO ,~ I 32 l<'IL (..e1 33 ,:v 11--'t 34 ).Jc., 35 40 IC -~ I 36 37 38 39 l 40 41 42 MAIN:J;ill zz.s: AMP BRK/FUSE O MLO Computed Load AMPS BUS: AMP See Calculation Worksheet on back Service entrance or feeder conductors: Branch circuits required: A)Size: No. B) Type: D CU DAL A) Lighting Circuits 220 -3(b), 4(d) B) Two Small Appliance Circuits 210-11(0) C) Insulation: D) Conduit Size: ___ C) Laundry Circuit 220-16(b) Service ground/bond~ B)Type: 0 cu DAL D) Central Heating Equipment 422-12 A} Size: No. E) Bathroom 210 -52(d) C) Clamp location(s): mfER 250 -50(c) Remarks: D ater Pipe 250-104 D Ground Rod 250-52 D GFCI locations 210 -8, 680-70: ~Kitchen I c9,tify that all terminations have been torqued in accordanCB with manufacturer's .31,athroom( s) instructions and that the work shown on this circuit card represents the full extent of ,,S:(3arage(s) O~assage ~ the work performed under this pennlt. Jff?,utdoors ~ M f"f OOwner A ~rotected Clrc. 210-12 D Contractor~ edroom(s) /J;..Ji~ .SfO,W.C, D Signed '.A Daf.., . , . ' !Ef::_lt,, . , . . B-36 Page 1 of 2 Rev. 03109 lo l"t Sut, {cicyof Carlsbad CIRCUIT CARD B-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov nns CARD MUST BE FILLED OUT AND AVAJLABLE AT TI-IE SERVICE E( lilPMENT FOR THE ROUGH INSPECTION Address: I z. z. (... C::r-L /~ Permit Number: /.)1'i7fe. Owner: ~ 1£~ Phor4(r.,(G) ~C/?..-~i7 Area in Sq. Ft. Contractor: Phone: ' PANEL: <.A ••--A r, I? s A.LC, VOLTS fl) WIRE LOCATION CKT BKR WIRE MISC REC REC LTG MISC WIRE BKR CKT LOCATION SIZE SIZE TVPE SIZE TYPE SIZE 1?, .. ,,1 ]full 1 IS: I"\-UI (p " 2 DiV1e 3 1!l l't-(A 5 4 OJlrl 5 4-o \0 C,U \ 6 13ed I.\ 7 I c; 1'1 ru \0 1 8 l.i'li l'\C\ \?.... 9 . I, l't r.u \ "I l 10 Lib~-..i 11 lS l'i 01 t, • 12 k;'r Li~ 13 l.5 \Lj. /J/t 3 C 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 :I 40 41 42 MAIN:D 100 AMP BRK/FUSE O MLO Computed Load AMPS BUS: AMP See Gakulation Worksheet on back Service entrance or feeder conductors: Branch circuits requlred: A) Size: No. B) Type: 0 cu O AL A) Lighting Circults 220 -3(b), 4(d) B) Two Small Appllance Circuits 210-11{e) C) Insulation: D} Conduit Size: ___ C) Laundry Circuit 220 -16(b) Service ~round/bonq B) Type: ~u DAL D) Central Heating Equipment 422 -12 A) Stze: No. E) Bathroom 210 -52(d) ~lamp location(s): FER 250-50{c) Remarks: D Water Pipe 250-104 D Ground Rod 250-52 D GF~tions 210 -8, 680-70: ,>(Kitchen I certify that all terminations have been torqued In accordance with manufacturer's Bathroom(s) Instructions and that the work shown on this circuit card ·represents the full extent of j<!,Garage(s) ~massage Tub the work perl'ormed under this pennlt. ~Outdoors m.q ~ Downer A~rotecteo c~. 210-12 0 Contractor----..1.1 edroom(s) L.j'/j~ ~ D Signed I Date u-1• , ,A /' I ' . 8-36 Page 1 of 2 Rev. 03/09 JAAM Electric RESIDENTIAL -COMMERCIAL -TENANT IMPROVEMENT LOAD CALCULATIONS Lanai Plan 4 3315 SQUARE FOOTAGE x 3 WATIS 9945 watts 2 APPLIANCE CIRCUITS 3000 watts 1 LAUNDRY CIRCUIT 1500 watts 1 GARBAGE DISPOSAL 828 watts 1 MICROWAVE 1500 watts 1 DISHWASHER 1200 watts 2 FAU 1800 watts 1 OVEN 8000 watts SUBTOTAL 27773 watts 1st 10000 watts @ 100% 10000 watts BALANCE @ 40% 7109 watts A!C#1 @125% 8880 watts A/C#2 5280 watts TOTAL WATTS 31269 watts - 31269 WATTS-240 VOL TS 130 amps USE 200A MINIMUM 697 Greenfield Dr. El Cajon, CA 92021 -(619)579-6500 -FAX (619)579-3733 CALIFORNIA CONTRACTORS LICENSE NUMBER 1010289 11111111111111 LIJMBEF, SPECIFICATIONS TC: 2,:4 DF f/-l&BTR; 2~:6 DF SS Tl, T5 BC: 2x4 DF #l&BTR WEBS: h:4 DF l!l&BTR TC LATERAL SIJPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2,:4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been considered for this design. G-00-13 BC UNIF LL( 11-11-11 5-10-14 LL I 20 ,_.. ,, TRUSS SPAN 33'-10.7" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING O)+DL( 17.01 ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 1.0 44. 0 PSF PSF PSF O.O)+DL( 15. 0),. 15.0 PSF 14'-5.4" TO 19'-5.4" V LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-11-06 2-02-03 5-07 2-07-02 5-05-15 11-11-11 BEARING LOCATIONS 0' -0. 0" 33'-10.7" 6-00-13 This design prepared from computer input by SPATES FABRICATORS (OD) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=l. 00 1-2 .. { 0) 80 2-11'-(0) 3513 3-11" I 0) 209 2-3 .. 1-JB17J 0 11-12'-(0) 351B 3-12'-1-565) 0 l-4 .. [-3247) 0 12-13 .. I OJ 334 9 12-4 .. I 0) 731 ,_ 5 .. 1-2998) 0 13-14 .. (01 3355 12-5'-(-781) 0 5-fiao(-3355) 0 14-15'-[0) 3349 5-13'-( -9) 306 6-]ao(-2998) 0 15-16=(0) 3518 14-6=( -9) 30£ 1-8=(-32471 0 16-9=(0) 3513 6-15=(-780) 0 8-9=(-3B171 0 7-15= ( 0) 1ll 9-10= ( 0) 80 15-8=(-5651 0 16-8={ 0) 209 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES [SPECIES) 0/ 1794V -42/ m 3. 50" 1. 91 DF 0/ 1794V 0/ OH 3. 50" 1. 91 DF BRG 0 ' -0. 0" 1. 91 DF/ . gs HF I 8RG 33'-10 1" 1 .91 DF/ . 95 HF I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX 11 DEFL -0.243"@ 19'-7.1" Allowed MAX DL CREEP DEFL = -0.412"@ 19'-7.1" Allowed MAX TL CREEP DEFL" -0.602"@ 19'-7.1" Allowed RECOMMENDED CAMBER IBASED ON DL DEFL)" 0.412" MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0. 062" 0.14 6" 33'-7.3" 33'-7.3" I I 625 l 625) .Bl SPF . 81 SPF 1.110" 1. 666" 1. 666" Wind: 110 mph, h,.21.6ft, TCDL=10.2,BCD1=4.2, (All Heights), Enclosed, Cat.2, E:cp.B, load duration factor=l.6, ASCE 7-10, MWFRS I Dir), End vertical(sl are e;:posed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. 12 12 M-4xl0 4. 00 P-M-5xl0(S) M-4x6 M-4x6 iI 5 6 7 rl 0 ' rl 5-00 M 0 ~:t 11 10. 25" M-2x4 ' 0 < M-3x8 M-2x4 M-4xl0 """1 4. 00 M-5xl0(S) M-5x8{S) M-2x4 M-2x4 5-11-01 5-05-15 3-00-06 5-00 3-00-06 5-05-15 5-11-01 3-00 <PL:19-04-04 33-10-12 JOB NAME Lanai Truss: E DES. BY: AM DATE: 3/31/2016 SEQ.: 6379994 TRANS ID: 435126 · 111111111111111111111111111111111111111111111 E7 WARNINGS: 1. Builder ar,d erection contractor sllould be advised of all General Notes and warnings before construction commences. 2. 2x4 compress.ion web bracing must be instanl'd where shown+. 3. Additional temporary hracing to insun, st:abi~ly during construction is the responslbiity oftha erector. Addi~onal permanent bracing of the overall structure is Ille respnnsibility of the buildlng designer. 4. No load should be appliOO to any component until alter all bracing and fasteners are COfTlllele ar,d at no time should any loads greater than design loads be appliOO to any component. 5. CompuTrus has no control over and assumes no 1esponslbi!ly for the fabrication. ha!ldling. shipment and installation of components. 6. This design is furnished subject to the lirTitations set forth by TPIMITCA lo BCSI, copies of which wiB be furnished upoo request. MiTek USA, lnc.!CompuTrus Software 7.6.7(1L)-E Scale: 0.1793 GENERAL NOlES, unless otheiwise noted 1. This design is based only upon the parameters shown and is for en inctlvidual building componentAppHcability of design parameters a!ld p1oper incorporation or component Is the responsibility oflhe building designer. 2. Design assumes the top ar,d bottom chords ID be lateralt,., bracl'd at 2' o.c. and at 10' o.c. respectivet,., unless braced throui,houtlheir length by continuous sheathing such as plywood sheathirig(TC) amt/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++ 4. Installation of truss is the responsibility of !hi! rl!Spectivl! contractor. 5. Design assumes lnlsses a,e to be llSed in a non.<:orrcsive environment. ar,c:1 are for "dry con<fltion" of use. 6. Design assumes full bearing at au supports shown. Shim or wOOge if necessary. 7. Design assumes adequate drainage is pcovided. a. Plates shall be located on both faces ortn.:ss. and placl'd so their center lines coincide with Joint center lines. 9. Digits indicate si;re of plate In inches. 10. For basic cormector plate design values see ESR-1311. ESR-1988 (MiTek) 3-00 0 j~ ' 0 11111111111111 LUMBER SPECIFICATIONS TC:· h:4 DF #1,BTR; h:6 DF SS Tl, T5 BC: 2x4 DF #hBTR WEBS: 2x4 DF #l&BTR TC LATERAL SUPPORT <~ 12"0C. UON. BC LATERAL SUPPORT<~ 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 3 7.? ,, 37. 7" Unbalanced live loads have been considered for this design. 4-05-03 12 DD~ ~ ~ ' ~ 0 ' ~ s ~t ' 0 6-11-01 13-11-11 4-06-02 TRUSS SPAN 33 '-10 7" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C, LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSF 7. 0 PSF 44.0 PSF BC UNIF LL( O.O)+DL( 15. 0) ~ 15.0 PSF 14'-5.4" TO 19'-5.4" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A HHIIMUM OF 10 PSr. 0-02-03 0-07-02 1( 5-11-06 H 13-11-11 5-00-06 5-07 4-07-07 4-06-02 M-4x6 M-4x8 M-4x8 M-,116 5 6 ~" M-5x8[S) M-3x5 M-3x5 M-5x8(S) M-2x4 M-2x4+ M-2x4+ M-2x4 6-05-15 1-00-06 5-00 1-00-06 6-05-15 BEARING LOCATIONS 0 1 -0. 0" 33'-10.7" 4-05-03 12 ~ 4.00 6-11-01 This design prepared from computer input by SPATES FABRICATORS (OD) CBC2013/IBC2012 MAX MEMBER FORCES 4~R/GDF /Cq=l. OD 1-2= ( 0) 8D 2-13=(0) 3408 ]-13=( -198) 132 2-3=(-3720) D 13-14=(0) 3192 13-4= I Di 277 J-4=(-3527) D 14-15={0) 2862 4-14={ -526) D 4-5=(-2979) 0 15-16={0) 2867 14-5= I Di 1003 5-6=(-2767) 0 16-17={0) 2862 14-6={-1093) 144 6-7=(-2867) 0 17-18=(0) 3192 6-15={ -144) '" 7-8=(-2767) 0 18-11=(0) 3408 16-7=( -144) "' 8-9=(-29791 0 7-17=(-1093) 14< 9-10=(-3527) 0 8-17=( 0) 1003 10-11= (-3720) 0 17-9=( -526) 0 11-12= I DI SD 9-18= ( 0) 271 18-10= ( -198) 132 MAX VERT MAX HORZ 8RG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1794V -4 8/ 48H 3. 50" 1. 91 DF I 625 J 0/ 1794V 0/ OH 3. 50" 1. 91 DF I 625) BRG D' -0 D" 1. 91 DF/ . 95 HF I 2 .81 m 8RG 33 ' -10 7" 1. 91 DF/ . 95 HF I 2 . '1 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL -0.20!!" 14'-1.9" Allowed 110" MAX DL CREEP DEFL = -0.382"@ 14'-3.6" Allowed 666" MAX TL CREEP DEFL = -0.533"@ 14'-3.6" Allowed 666" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.3B2" MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0.058"@ 33'-7.3" 0.136"@ 33'-7.3" ~ind: 110 mph, h=21.9ft, TCDL=10.2,BCDL=4.2, (All Heights), Enclosed, Cat.2, E:-:p.B, load duration factor"'l. 6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane> of the truss only. ASCE: 7-10, MWFRS (Dir), Design chec!:ed for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. rl 0 J~o' 12 , 0 3-00 <PL:19-04-04 33-10-12 3-00 JOB NAME Lanai Truss: E DES. BY: AM DATE: 3/31/2016 SEQ.: 6379995 TRANS ID: 435126 · 111111111111111111111111111111111111111111111 ES WARHINGS: 1. 8uikler and erection contractor should be advised of au General Notes aod warnings before construction corTVOOnces. 2. 2x4 compl'ession web bracing rrust be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of th1:1 erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. 4. No load slloukl be epp.ied to any cornpooont until afte( all brncing and fasteners are complete amt at no time shoukl any loads greater than design loads be applied to any component. 5. CompuTrus has no control ov&r and assumes no responsibility for the fabrication, handing, shiJIITlUnl and installation of componenls. 6. This design Is furnished subject to Iha limitations set forth by TPIM'TCA in BCSI, copies of which witt be lu1nished upon request MiTek USA, lnc./CompuTrus Software 7.6.7(1L)-E Scale: 0.1634 GENERAL NOTES, unless otherwise noted 1. This _design is based only upon the parameters shown end is ror an iodividual bu1klmg component App~cability of des1gn_parameters ar,d proper incorporation of component is the respons1bl~ty of the builcting designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o._c. and at 10' o_.c. respectively unless braced throughout their length by continuous sheathing such es plywood sheathlng(TC) and/or drywall(BC). 3. 2x Impact bridginu or lateral bracing required where shown++ 4. !nstellation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, ar.d are ro1 "dry cor.dition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates s_ha8 be Jocated on both _faces of truss, and placed so their center ines c_o1ncide with jomt center ~nes. 1 90. ~~~1 ~:1:~~:~:~~~~ted~:~~eilUes see ESR-1311, ESR-1988 (MJTe~) 11111111111111 LUMBER SPECifl:CATIONS TC: 2;:4 DF fj-l&BTR; 2i-:6 DF SS Tl, TS BC: 2~:4 DF #l&BTR WEBS: 21:4 Df lf.l&BTR TC LATERAL SUPPORT <., 12"0C. UON. BC LATERAL SUPPORT <" 12"0C. UON. OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been con~idered for this design. 5-01-03 12 00 v'" 7-11-01 BC UNIF LL( 15-11-11 TRUSS SPAN 33'-10. 7" LOAD DURATION INCREASE 1.2:> SPACED 24.D" O.C. LOADING LL( 20 O)+DL( 17.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSF I. 0 PSF 44.0 PSF O.O)+DL( 15. 0 I= 15.0 PSF 14'-5.4" TO 19'- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1-11-06 15-11-11 5-02-02 4-02-01 5-00 4-02-01 5-02-02 6-04-09 M-4x6 M-4x6 M-5x6 6 1 ,IA-5x6 5 ~ 0 ' ~ 5-00 0 ' 15 M-2x4 M-4x6 140.25" M-5xl2(S) M-2x4 5-03-08 6-04-09 M-2x4 M-2x4 5. 4" V BEARING LOCATIONS 0' -0. 0" 33'-10.7" 5-01-03 12 -=::J 4 00 7-11-01 This design prepared from computer input by SPATES FABRICATORS (OD) CBC2013IIBC2012 1-z .. ( 0) 2-3 .. (-3751) 3-4"'(-34611 4-}"(-28351 s-6"{ -9061 6-7"'1 -8861 7-Saa ( -906) 8-9.:. l-2835) 9-10.,1-3461) 10-11.,1-3751) 11-12=1 0) MAX MEMBER FORCES 80 2-1).:.(0) 3444 0 13-14 .. [0) 3070 0 14-15.,10) 2607 0 lJ-16" (OJ 3070 0 16-11" (OJ 3444 0 0 0 0 0 BO 4WR/GDF /Cq=l. 00 3-13"( -280) 47 13-4"( DI 338 4-14"( -719) 0 14-5=( 0) 576 5-8=(-1767) 0 8-15=1 0) 576 15-9=1 -719) 0 9-16=1 0) 338 16-10=( -280) 47 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES I 0/ 17 94V -52/ 52H 3. 50 ,, l. 91 Df I 6251 0/ 17 94V 0/ OH 3. 50" l. 91 OF I 625 l BRG 0'-0. 0" 91 DF I . 95 HF/ . B 1 sec BRG 33'-10. 1" 91 OF/ . 95 HF/ . B 1 m VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX 11 DEFL -0.255" 14'-4.8" Allowed .110" MAX DL CREEP DEFL = -0.412"@ 14'-1.9" Allowed .66/i" MAX TL CREEP DEFL = -0.55'>" ~ 14'-1.9" Allowed .666'' RECOMMENDED CAMBER IBASED ON DL DEFL)= 0.412" MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0. 05 7 ,, 0 .134" 33'-7.3" 33'-7.3" Wind: 110 mph, h=22.3ft, TCDL=10.2,BCDL=4.2, ASCE. 7-10, (All Heights), E.nclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l. 6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance wor~ers which is non-concurrent with other live loads. ~ 0 j~ ' 0 3-00 <PL:19-04-04 33-10-12 3-00 JOB NAME M-374812 Lanai E9 Truss: E DES. BY: BS DATE: 1/14/2016 SEQ.: 6355129 433426 TRANS ID: · 11111111111111111111111111111111111111111111 WARNINGS: 1. Buit:ter and e1ection contractor should be advised of au General Notes and Wamin!IS before construction commences. 2. 2lc4 compression web bracing rrust be installed where shown +. 3. Additional te~orary bracing to insure stabiity dunno construction is the respo11S!biity of the erector. Additional permanent bracing of the DVeraM structure is the responsibility of the buit:tir,g designer. 4. No load shout:! be >1pp~ed to any component unm after all bracing and fasteners are complete end at no ijme should any loads greater then design lolld:s be applied to any componenL 5. CompuTrus has no control ove, and assumes no 1esponsibility for the f:ab!ication. handing, shipment and lnstaJtation of components. s. Tllis design is furnished subject to th.a lirTitaHons set forth by TPIM'TCA in BCSI. copies of which will be furnished upon request. MiTek USA, lncJCompuTrus Software 7.6.7(1L)-Z SPATES FABRICAT0£1I, 0.JJllC GENERAL NOTES, unless otherwise noted: 1. This design is based only upon !he parame!ers shown and is for an individual building componenl Applicabiity of design parameters and proper incorporation of component is the responsibility of the building deslgner. 2. Design assumes the top and bottom chords to be latera~ braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lltngth by continuous sheathmg such as plywood sheathir,g(TC) and/or drywall(BC). 3. 2ll lmpai;t bridging or lateral bracing required where shown++ 4. lnstallabon of truss is the rasponsibiily of the respecbve contractor. 5. Design assumes lrl.l$$e& are to be use<! in a non-corrosive environment. end are for "d,y condibon• of use. 6. Design assumes fuU bearing at all supports shown. Shim or wedge if necessa,y. 7. Design assumes adequate draimige is provided. B. Plates shall be located on both faces of truss, and placed so their center Unes coincide with joint center ~nes. 9. Digits indicate size of plate in inehes. 10. For basic connector plate tlesign values see ESR-1311, ESR-1986 (MIT el:) 11111111111111 LUMBER SPECIFICATIONS TC: 2;.;4 DF #l&BTR; 2x6 DF SS Tl, T6 BC: 2x4 DF #l&BTR WEBS: 2x4 DF #l&BTR TC MAX PURLIN SPACING 32"0C. UON. BC MAX PURLIN SPACING 120"0C. UON. OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been considered for this design. rl D 0;t:: D ' D 4-04-14 4-08-12 12 4. 00 v"'" M-5x6(S) 7-04-06 TRUSS SPAN 33'-10.7" LOAD DURATION INCREASE = 1. 25 (Non-Rep) SPACED 28.0" O.C. LOADING LLj 20.0)+DL( 17.0J ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSF 7. 0 PSF 44.0 PSF BC UNIF LLI 0.0)+DL( 15. OJ= 15.0 PSF 14'-5.4" TO 19'- 16-11-06 5-09-06 4-09-10 M-3x5 (Si BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-09-02 6-09-02 4-11 2-06 2-06 4-11 C-2.5x3.4 M-5xl2(S) C-2.5x3.4 C-2.5x3.4 16-11-06 5-09-06 4-04-14 4-09-10 4-08-12 12 -SC:, 4 . 00 M-3x5 (SI M-5x6(S) 6-11-04 5-03-08 6-11-04 7-04-06 5. 4" V BEARING LOCATIONS 0' -0. 0" 33'-10. 7" This design prepared from SPATES FABRICATORS (OD) CBC2013/IBC2012 MAX MEMBER FORCES 1-2=1 0) 93 2-12= (OJ 3998 2-3=1-4359) 0 12-13=(0) 3662 3-4=1-4083) 0 13-14=(01 3056 4-5=(-3326) 0 14-15=(0) 3662 5-6=( -367) 0 15-10=(0) 3998 6-7=( -367) 0 7-Sc=(-3326) 0 8-9=(-4083) 0 9-10=(-4359) 0 10-11=( OJ 93 computer input by 4WR/GDF/Cq=l.D0 3-12" I -256) 107 12-4= ( 0) 359 4-13= ( -859) 0 13-5=( 0) 630 5-7=(-2846) 0 1-14"( 0) 630 14-8"( -859) D 8-15=( 0) 359 15-9=( -2561 107 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 2093V -61 / 67H 3. 50" 2.23 OF I 625 l 0/ 2093V 0/ OH 3. 50" 2.23 OF I 625 l BRG 0' -0. 0" 2.23 OF/ 3. 44 HF/ 3. BRG 33'-10 . I" 2.23 OF/ 3,44 HF/ 3. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL -0.351" @ 19'-5.9" Allowed MAX DL CREEP DEFL = -0.527" @ 19'-B.9" Allowed MAX TL CREEP DEFL = -0.707"@ 19'-5.9" Allowed RECOMMENDED CAMBER (BASED ON DL DEFL) = 0. 527" MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0. 067" 0 .157" 33'- 33'- . 3" . 3" 28 SPF 28 SPF . 110" 1. 666" 1. 666" Wind: 110 mph, h=22.4ft, TCDL=l0.2,BCDL=4 .2, ASCE 7-10, (All Heights), Enclosed, Cat.2, E:sp.B, MWFRS [Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. 3-00 <PL:19-04-04 33-10-12 3-00 JOB NAME M-374812 Lanai ElO Truss: E DES. BY: BS DATE: 1/14/2016 SEQ.: 6355115 TRANS ID: 433426 I llllll lllll lllll lllll lllll 111111111111111111 WARNINGS: 1. BL1ilder end erection contractor should be advised of all General Notes and warnings before construction commences. 2. 2x4 compression web bracing must be instaHed where shown+. 3. Additional lllmporary bracing to insure stabiily d.uring construction is the responsibll:ly oflhe erector. Addffional permanent bracing of the overan structure is lhe responsibility of the building designer. 4. No Load should be awlied to any component until after an bracing and fasteners ere complete al'\CI et no time stwuld any loads greater then design loads be applied to any component. 5. CompuTrus hes no control over end assumes no responsibility for the labric:aUon, handing, shipment and installation of co~onents. 6. This design is lurnlsheG subject to the imitations set forth by TPI/WTCA in SCSI, copies of which wiU be furnished upon request. Milek USA, lncJCompuTrus Software 7.6.7(1L)·E SPATES FABRICAioQ~SO(lJBlNC GENERAL NOTES, unless othe/WiSe noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicabiity of design pau1meter.. and proper incorporation of component is the responsibility of the buikling desi11ner. 2. Design assumes the top and bottom chords to be laterat,-braced et 2' o.c. end et 10' o.c. respectivet,, unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) and/or drywall(BC). 3. 2x IIT'4)act bridging or lateral bracing required where shown++ 4. Installation of truss is the responslbiity of the respecl!ve contractor. s. Desi11n assumes trusses am to be used in a non-corrosive environment. and are 101 "dry condition• of use. 6. Design assumes lull bearing et all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. B. Plates shaU be located on both faces of truss, and placed so their center tnes coincide with joint cente, r,nes. 19ci. ~~i~~i:~n~:O:~~~ted~/~~hve:iiies see ESR-1311 , ESR-1988 (MiTek) lllll ll l ll llll LUMBER SPEC1¥ICATIONS TC: 2x4 DF lll&BTR; 2x6 DF SS Tl, T6 BC: 2x4 DF Jll&BTR WEBS: 2Y.4 Df ttl&BTR TC LATERAL SUPPORT<= BC LATERAL SUPPORT <= OVERHANGS: 37. 7" 12 "OC. UON. 12 "OC. UON. 31. 1" Unbalanced live loads have been considered ~ D ' D ' ~ ' t: fo, this design. 4-04-14 4-08-12 12 00 v- M-5x6(S1 < M-3xB 16-11-06 5-09-06 4-09-10 M-3x5(S) TRUSS SPAN 33'-10. 7" LOAD DURATION INCREASE 1.25 SPACED 24.0'' O.C. LOADING LL( 20 O)tDLj 17.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD BC UNIF LL[ O.O)+DL( 15. 0)-15.0 PSF 14' - 37.0 PSF 7. 0 PSF 44.0 PSF 5. 4" TO 19' -5. 4" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE: LOAD AT LOCATION(SI SPECIFIED BY CBC 2013. THE BOTTOM CHORD DE:AD LOAD IS A MINIMUM or 10 PSF. 6-09-02 4-11 6-09-02 2-06 2-06 4-11 11 M-4x4 6 5-00 . 2 5" M-3xl0 14 M-4x6 MHS-5xl4 (SI C-2.5x3.4 C-2,5x3.4 C-2.5x3.4 16-11-06 5-09-06 4-04-14 4-09-10 4-08-12 12 ~· . 00 M-3x5(S) M-5x6(S1 7-04-06 6-11-04 5-03-08 6-11-04 7-04-06 3-oo <PL: 19-04-04 33-10-12 BEARING LOCATIONS 0' -0. 0" 33'-10.7" 3-00 MAX This design prepared from computer input by SPATES FABRICATORS (OD) CBC 2013/ IBC2 0 12 1-2=( 0) 80 2-3=(-37361 0 3-4=!-34991 0 4-5=1-2850) 0 5-6=1 -315) 97 6-7= ( -31'.I) 97 7-8=(-2850) 0 8-9=(-34991 0 9-10={-37301 0 10-11=1 0) 79 MAX MEMBER FORCES 2-12-(-7161 4152 12-13-(-595) 3730 13-14-(-432) 2949 14-l'>-(-595) 3730 15-10-{-716) 4152 4WR/GDE'/Cq=l. 00 3-12=1 -285) 124 12-4=( -70) 368 4-13=( -g)l) 211 13-5=( 01 547 5-7=(-2439) 0 7-14=( 0) 547 14-8={ -931) 211 8-15=1 -70) 368 15-9=( -285) 124 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES ISPECIE:S) 0/ 17 94V -2700/ 2700H 3. 50" 1.91 OF ( 625) 0/ 17 94V -2700/ 21 OOH 3. 50" 1.91 " l 6251 BRG 0' -0. O" 1. 91 OF/ 2. 95 HF/ 81 SPF BRG 33'-10. 1" 1. 91 OF/ 2 . 95 HF/ . 81 SPF VERTICAL DEFLECTION LIMITS: LL•L/360, TL•L/240 MAX LL DEFL -0. 301" !I 19' -5. 9" Allowed . 110" DL CREE:P DEFL • -0.4'>2" @ 19' -8. 9" Al lowed . 66 6" MAX TL CREEP OEFL • -0. 606 '' ' 19' -5. 9" Allowed 66 6" RECOMMENDE:D CAMBER (BASED ON DL DEFL)• 1. 4 93" 'I/ind: MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0. 064" 0 .141" 33'-7.3" 33'-7.3" ICOND. 2: 2700.00 LBS SEISMIC LOAD. llO mph, h=22.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights], Enclosed, Cat.2, Ec::p.B, Mv/FRS{Dir), load duration factor.al. 6, End vertical ls) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. JOB NAME M-374812 Lanai Ell SPATES FABRICAT,Q,tSt 15JNC Truss: E DES. BY: BS DATE: 1/14/2016 SEQ.: 6355117 TRANS ID: 433426 11111111111111111 IIIII IIIII IIIII IIIII IIII IIII WARNINGS: 1. Buikler aOO erecbon contractOI shoukl be advised of all General Notes and warnings before construction commences. 2. 2x4 compression web braclng roost be Ir.stalled where shown+. 3. Additiom1l ternpora,y bracing to insure stabilty during constr1.1Ction Is the responslbiity or the erector. Adr:tilional permanent bracing of the overaH structure is Iha responsibiily oftl\e bullclir,g designer. 4. No load should be applied to any component unlil alter all bracing and fasteners 111a complete and at no time sho111d any k:>ads greater then design loads be applied to any compof\ent 5. Comp,ffrus has no control over and assumes no responsibility for the fabfiealion. handing, shipment and instaDation of components. 6. This design is furnished subject to tile Mmlll!Hons set forth by l'Pl!WTCA in BCSI, copies ol whlct, will be furnistied upon request. Milek USA, lnc./CompuTrus Software 7.6.7(1L)-E GENERAL NOTES, unless otherwise noted: 1. This_design is based only_ upon tile parameters shown and is for an individual b11ildmg component.Apphcability of design pare meters and _Proper incorp,;uatwn of component is the responsibility olthe buiklmg designer. 2. Design assumes tt,e top ae)d bottom chords to be laterallv b1aced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood stieathing[TC) andlor drywall(BC). l. 2x Impact bridging or lateral bracing required where shown++ 4. lnslaHation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used ma oon-<:Oll'Dsive environment, and are fo1 "dry condition• of use. 6. Design assumes lul bearing at aK supports shown. Shim or wedge If I\BCBSSary. 7. Design assumes adequate drajnage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MITek) IIIII II I II IIII LUMBER SPECIFICATIONS TC: 2x4 DF #HBTR; tx6 DF SS Tl, T5 BC: 2i.:4 OF #l&BTR WEBS: 2>:4 DF ttl&BTR TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT<= 12"0C. lJON. OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been considered for this design. 5-01-03 rl ' m 0 ' w :t 12 00 v- M-5x6(S) 7-11-01 TRUSS SPAN 33'-10. 7" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20 O)+DL( 11.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSf 7.0 PSF 44.0 PSF BC UNIF LL ( O.O)+DL( 15.0 PSF 14'-4" TO 19'- 15-11-11 5-02-02 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(SI SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1-11-06 4-02-01 5-00 4-02-01 6-04-09 M-4x6 M-4x6 M-5x6 6 ' ,l'l-5x6 5 ~ 0 ' rl 5-00 0 ' 15 M-2x4 M-4x6 1U .25" M-5xl2(S) M-2x4 5-03-08 6-04-09 15-11-11 5-02-02 M-2x4 M-2x4 5. 4" V BEARING LOCATIONS 0' -0. 0'' 33'-10.7" 5-01-03 12 ""::::::l 4. 00 7-11-01 This design prepared from computer input by SPA.TE.S FABRICATORS (OD) CBC2013/ IBC 21) 12 1-z,. I 0) 2-3=1-3751) 3-4=(-3461) 4-5=(-28351 5-6=1 -906) 6-7=1 -886) 7-8'-( -906) 8-9=(-2835) 9-10=(-3461) 10-ll={-3751) 11-12=1 0) MAX MEMBER FORCES BO 2-13={0) 3444 0 13-14=(0) 3070 0 14-15=(0) 2607 4WR/GDF /Cq=l. 00 3-13=( -280) 47 13-4={ 01 338 4-14={ -719) 0 14-5=( 0) 576 '>-0=(-1767) 0 8-15=( 0) 576 15-9-'( -719) 0 9-16={ 0) 338 16-10=1 -280) 47 0 15-16= (0) 3070 0 16-11=(0) 3444 0 0 0 0 0 ao MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 17 94V -52 / 11H 3. 50" 1. 91 " 0/ 1794V 0/ OH 3. 50" 1. 91 OF BRG 0' -0. O" 1. 91 OF/ . 9S HF/ BRG 33'-10. 1" 1. 91 OF/ .95 HF/ VERTICAL DEFLECTION LIMITS: LL=L/360, TL-'L/240 MAX LL DEFL -0.255" @ 14'-4.8" Allowed MAX DL CREEP DEFL = -0.412" @ 14'-1.9" Allowed MAX TL CREEP DEFL = -0.555" @ 14'-1.9" Allowed RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.412" MAX HORIZ. LL DEfL MAX HORIZ. TL DEFL 0. 057" 0 .13 4" 33'-7.3" 33'-7.3" ( 625) ( 62S l . 81 SPF 81 SPF 1.110" 1. 666" 1. 666" Wind: 110 mph, h=22.3ft, TCDL=-10.2,BCDL~4.2, (All Heights), Enclosed, Cat.2, Exp.B, load duration factor=l. 6, ASCE 7-10, MWFRS (Dir), End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentr.ited top chord live lo.id per IBC 2012 due to maintenance worl:ers which is non-concurrent with other live loads. 0 j~ ' 0 3-00 <PL:19-04-04 33-10-12 3-00 JOB NAME M-374812 Lanai E12 Truss: E DES. BY: BS DATE: 1/14/2016 SEQ,: 6355116 TRANS ID: 433426 I llllll ll\11111111111111111111111111111111111 WARNINGS: 1. Bulkier and erection contractor should be advised of all General Notes and warnings before construction commences. 2. 2x:4 compression web bracing must be instated where shown+. 3. Additional temporarv bracing to insure stablily during construction JS the responsibility of the e,ector. Addiijonal permanent bracing of the ov,m1I stNCture is the respons!blUty of the building designer. 4. No load shoukl be awied to any component until alter eH bracing an(l fasteners ara complale and at no ~flll! shoukl any loads greater than (les.ign loads be apPUed to any component. 5. CompuTrus has no control o~er and assumes no responsibility for the fabrication, handing, shipment and in!rtallalion of components. 6. Tllis design is l'umished subject to the Ullltallons set forth by TPIM'TCA in BCSl. copies of wNch will be furnished upon request MiTek USA, lncJCompuTrus Software 7.6.7(1L)-Z SPATES FABRICAT,Q,-1\?,1,JNC GENERAL NOTES, unless otheiwise noted· 1. This design is based only upon the paiameters shown and is for an individual buikling co_mponent Applicablity ofdesign.paraflll!ters and proper Incorporation of component is the responsiblf;ty of the building designer. 2. Design assumes the top and bottom chords to be lateralt,, braced at 2' o.c. and at 10· o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathlng(TC) and/or drywaU(BC). 3. 2X Impact bridging or lateral bracing required where shown++ 4. lnstaDation of truss is tha responsiblity of the respective cootractor. 5. Design assumes trusses are to be used in a non--<:orrosrve envuonflll!nt, and are for "drv condition• of use. 6. Design assuflll!s ful bearing at au supports shown. Shim orweclge if necessarv. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Ines coincide with joint center Ines. 190. ~~~~~~n:~~~rai::.ted:~~hve:i~es see ESR-1311, ESR-19a8 {MiTek) 11111111111111 LUMBO.R SPECIFICATIONS TC: 2x~ DF #l~BTR; 2,:6 DF SS Tl, TS BC: 2x4 DF #HBTR WEBS: 2Y.4 " ~l&BTR TC LATERAL SUPPORT<= 12"0C. UON. BC LATERAL SUPPORT <= 12 "OC. UON. NOTE: b:4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been considered for this design. rl 0 ~:t ' 0 < 4-05-03 12 00 v- 6-11-01 13-05-11 4-06-02 TRUSS SPAN 33 ' -10. 7" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL{ 20.0)+DL( 17.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSF 7. 0 PSF 44.0 PSF BC UNIF LL( O.O)+DL( 15. OJ= 15.0 PSF 14'-.4" TO 19'-5. 4" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM or 10 PSF. 0-08-03 H 6-11-06 13-05-11 4-06-06 5-07 1-01-02 4-01-07 4-06-02 5-11-15 M-4x8 M-4x6 5 6 5-00 rl ' ~ 0 ' M M-4x6 M-4x8 7 ' M-2x4 M-5x8(S) M-3x5 2x4 M-2x4 M-3x5 M-2x4 M-5x8 (S) 1-06-06 5-00 1-06-06 5-11-15 BEARING LOCATIONS 0' -0. 0" 33'-10.7" 4-05-03 12 --c:::i 4. 00 6-11-01 This design prepared from computer input by SPATES FABRICATORS (OD) C BC2013/IBC2012 1-2=1 01 80 MAX MEMBER FORCES 4WR/GDF /Cq=l. 00 2-3=1-37251 0 3-4=1-35251 0 4-5=1-3028) 0 5-6=(-2825) 0 6-7=(-2977) 0 7-8=(-2825) 0 B-9=(-3028) 0 9-10=(-3525) 0 10-ll=(-3725) D 11-12=! OJ BO 2-13=10) 3413 3-13=(-201) 127 13-14=(0) 3185 13-4=( 0) 275 14-15=(0) 2972 4-14=(-463) 0 15-16=(0) 2977 14-5=( 0) 812 16-17=(0) 2972 14-6=(-866) 0 17-18=(0) 3185 6-15=( -68) 375 18-11=(0) H13 16-7={ -68) 375 7-17={-866) 0 8-17={ 0) 812 17-9={-463) 0 9-18=1 0) 275 18-lO"'i-201) 127 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1794V -4 6/ 46H 3. 50" 1. '31 DF 0/ 1794V 0/ OH 3. 50" 1. 91 Df BRG 0'-0. 0" 1. 91 DF/ . 95 HF I BRG 33'-10 7" 1 .91 OF/ . 95 HF/ VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL -0.207"@ 14'-3.6" Allowed MAX DL CREEP DEFL = -0.379"@ 14'-3.6" Allowed MAX TL CREEP DEFL = -O.J36"@ 14'-3.6" Allowed RECOMMENDED CAMBER IBASED ON DL DEfL)"' 0.379" MAX HORIZ. LL DEfL MAX HORIZ. TL DEfL D. 05 8" 0 .136" 33'-7.3" 33 ' -7. 3" ( 625 l ( 6251 .81 SPF . Bl m 1.110" 1. 666" 1.666" Wind: 110 mph, h"'21.9ft, TCDL=10.2,BCDL=4.2, (All Heights), Enclosed, Cat.2, E~p.B, load duration factor=l.6, ASCE 7-10, MlolFRS IDirl, End vertical {s) are er.posed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. rl j~ 0 ' 0 3-00 <PL:19-04-04 33-10-12 3-00 JOB NAME Lanai Truss: E DES. BY: AM DATE: 3/31/2016 SEQ.: 6379996 TRANS ID: 435126 I 111111111111111111111111111111 IIIII IIII IIII E13 WARNINGS: 1. Buikler and erection contractor should be adllisad of all General Notes and Warnings before construction convnences. 2. 2x4 compression web bracing inist be installed where showo +. 3. Adclmonal temporary bn!Clng to Insure stabilty during cooslruclion is the responsibiity of the erector. Additional permaoent bracing of the overall structu,e is the responsibilty of the buikling designer. 4. No load shoukl be applied to any component until after au bracing arltl fusteners ere complete and at no time shoukl any loads greater than design loads be appHed to any compofll!nt. 5. CompuTrus has no control over and assumes no responsibiity for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the Ulfitatioris set faith lly TPLN,'TCA in 8CS1, copies of which wil be furnished upo/1 requasL MiTek USA, l11c./CompuTrus Software 7.6.7(1L)-Z Scale: D.1668 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is tor an individual buiklir,g component. Awllcability of design_p_arameters an(I proper Incorporation of component ls the respons1billly of the bu1klir,g designer. 2. Design assumes the top end bottom chords to be lateralf)' braced et 2' o.c. and at 10' o.c. respecllvel'f unless braced throughout their length lly continuous shelllhir,g such as plywood sheathlng(TC) and/or drywaU(BC). 3. 2x Impact bridgmg 01 lateral bracing required where shown++ 4. !ostallalion of truss is the responsibility of the respective contractor. 5. Design assumes 1russes ere to be used In a nolKOrTosive environment, and are for "dry condition• of use, 6. Design assumes fuU bearing at au supports shown. Shim or wedge 11 necessary. 7. Design assumes adequate drainage is provided. B. Plates shaK be located on both faces of truss, and placed so their center lines coincide With Joint center Unes. 9. Dil}it5 indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (M1Tek) 11111111111111 LUMBE[\ $E'ECIFICATIONS TC: 2x4 OF !ll&BTR; 2x6 DF SS Tl, TS BC: 2~:4 DE' #l&BTR illEBS: 2x4 DF lll&BTR TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT<= 12"0C. UON. NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 37. 7" 3 7. 7" llnbalanced live loads have been considered for this design. BC UNIF LL( 11-05-11 6-00-13 5-04-14 TRUSS SPAN 33'-10.7" LOAD DURATION INCREASE 1. 25 SPACED 24.0" O.C. LOADING LL( 20.0)+DLI 17.0J ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 37.0 PSE' 7. 0 PSr 44.0 PSF O.O)+DL( 15. 0) = l'i.O PSF 14'-5.4" TO 19'-5.4" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-11-06 BEARING LOCATIONS 0' -0. 0" 33'-10.7" 11-05-11 2-08-03 5-07 3-01-02 5-03-07 5-09-05 This design prepared from computer input by SPATES FABRICATORS (OD) CBC2013/IBC2012 MAX MEMBER FORCES 4illR/GDF/Cq=l. 00 1-2= ( 0) BO 2-11=10) 3492 3-11= { 0) 201 2-3=1-3797) 0 11-12=(0) 3497 3-12= 1-4B4) 0 )-4=(-3297) 0 12-13=(0) 3499 12-4= I 0) 731 ,_ 5={-3053) 0 13-14=(0) 3505 12-5=1-825) 0 I-6= 1-3505) 0 14-15=(0) 3499 5-13=1 0) )01 6-7=1-30531 0 15-16={0) 3497 14-6=( 0) 301 1-8=(-3297) 0 16-9=10) 3492 6-l'i={-825) 0 •-9=(-3797) 0 7-15= I 0) 131 9-10= ( 0) 00 15-8= 1-484) 0 16-B= I 0) 201 MAr. VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 17 94V -40/ 40H 3. 50" 1. 91 OF I 0/ 1794V 0/ OH 3. 50" 1. 91 OF I BRG 0'-0 . O" 1. 91 OF/ .91 HF I BRG 33 ' -10 1" 1 . '1 OF I .91 HF I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL -0.259" 19'-7.1" Allowed MAX DL CREEP DEFL = -0.429"@ 19'-7.1" Allowed MAX TL CREEP DEFL = -0.630"@ 19'-7.1" Allowed RECOMMENDED CAMBER (BASED ON DL DErL)= 0.429" MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL 0. 063" O .14 B" 33'-7.3" 33 ' -7. 3" 62)) 625 l .01 SPF . Bl SPF 1.110" 1 6 66" 1 666" Wind: 110 mph, h=21.5ft, TCDL=10.2,BCD1=4.2, (All Heights), Enclosed, Cat.2, Er.p.B, load duration factor=l. 6, ASCf. 7-10, MWFRS (Dir), End vertical (s) are er.posed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. 12 00 v- 12 ~ 0 ~:t ' 0 M-5xl0(S) M-4x10 M-5x8(S) M-4x6 5 13 5-00 M-3x5 M-2x4 M-2x4 -2x4+ M-4x6 6 14 M-3x5 -2x4+ M-4xl0 M-5xlO(S) -.c:::J 4 00 M-5x8(S) 5-11-01 4-11-15 3-06-06 5-00 3-06-06 4-11-15 5-11-01 3-00 <PL:19-04-04 33-10-12 JOB NAME Lanai Truss: E DES. BY: AM DATE: 3/31/2016 SEQ.: 6379997 TRANS ID: 435126 I llll\111111111111111111111111111111111111111 El4 WARNINGS: 1. Builder and e1ection contractor should be advised of all General Notes ar,d Warnings belore constnn:tion CO(!Yn8nces. 2 2ll4 compression web bracing IT11Jst be installed wtlere shown+. 3. Additlonel temporary bracing to insure stabiity tluring construction ts the respoosibilty orlhe erector. Additional permanent bracing of the overall structure is the responsibir,ty of the building designer. 4. No Joatl should be applied to any component until alter all brncing end fasteners are complete and at no time should any loads greater than design loads be applied to any componenL s. CompuTrus has no control over ar,d assumes no responsibiity for the fabrication. handing, shipment and installation of co~nents. 6. This design Is furnished subject to Iha imitations set forth by TPIIINTCA in BCSI, copies of which will be furnishftd upon l"ftqUest. MiTek USA, lnc./CompuTrus Software 7 .6.7(1 L)-E Scale: 0.1793 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon th" parameters shown and is for an Individual building companenL Applicabiily of design pare meters and ?fOper inco1poration or component is the responsibility oflhe building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' a.c. rnspectivelv unless braced throughout their length by continuous sheathing such as plywood sheQ!hing(TC) and/or drywall{BC). 3. 2x Impact bridging or lateral bfacmg 1equired where shown++ 4. Installation of truss Is the responsibiity of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment. and are for "dry condiUon• of use. 6. Design assumes fuU beiuing at au supports shOW!l. Shim or wedge if necessary. ~: ~:~sn sis:uu~~~~:u:~ ~;~:s ~n~~~iid placed so their eenter Hnes coincide with joint center ~nes. 1110. ~~~i~i~i~~~t':,~fa':'d~/~~hv~LJes sea ESR-1311, ESR-1988 (MiTek) 3-00 ~ 0 j~ ' 0 11111111111111 LUMBt:R SPECIFICATIONS TC: 2x4 DF Jll&BTR; 2x6 Of SS Tl, T6 BC: 2x4 DF ~HBTR WEBS: 2x4 or #l&BTR TC LATERAL SUPPORT<= 12"0C. UON. BC LATERAL SUPPORT<= 12''0C. UON. OVERHANGS: 37. 7" 37. 7" Unbalanced live loads have been considered for this design. m 0 ' 0 ' ~ ' :t 4-04-14 4-08-12 12 . 00 v""" M-5x6 (SI 7-04-06 16-11-06 5-09-06 4-09-10 M-JxS (SI BC UNIF 111 TRUSS SPAN 33' -10 I" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20 OJ+DL( 17.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD D.O)+DL( 15.0)= 15.0 PSF 14'- 37 0 PSF 1. 0 PSF 44.0 PSF . 4" TO BOTTOM CHORD CHECKED E'OR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(Sl SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 16-11-06 6-09-02 6-09-02 5-09-06 4-11 M-JxlO 5 2-06 2-06 4-11 11 M-4x4 6 5-00 M-JxlO 1 ~ 0 ' 0 " M-4x6 M-5x12 (SI C-2.5x3.4 C-2.5x3.4 C-2.Sxl.4 4-09-10 M-Jx5(SI 4-04-14 4-08-12 12 ""4 . 00 6-11-04 5-03-08 6-11-04 7-04-06 BEARING LOCATIONS 0' -0. O" 33'-10. 7" 3-00 <PL: 19-04-04 33-10-12 3-00 JOB NAME Lanai Truss: E DES. BY: EE DATE: 2/8/2016 SEQ.: 6361883 TRANS ID: 433970 · 111111111111111111111111111111111111111111111 E45 WARNINGS; 1. Builder and erection contractor should be advised of au General Notes ancl WBrnir,gs before construction co~nces. 2. 2>;4 compressioo web bracing must l>D inslalled where shown+. 3, Addtional temporary bracing to insure slabillty during construction is the responsibiWty of the erector. Additional permanent bracmg of the overaU structure is the 1esponslbmty of the bullring designer. 4. No loaCI shoukl be appled to any component until after au bracing arid fastener$ are complete arid atno time should any loads greater than Cleslgn loaas be applied to any component 5. ComfluTNS has no control over end essumas no responsibitity for the fabrication, hanclling. shipment and Installation of components. 6. This design is furnished subject to the limitations set fortll by TI'IM/TCA in BCSI, copies of which wiU be furnished upon request MiTek USA, lnc.lCompuTrus Software 7.6.7(1l)-E Scale: 0.1540 GENERAL NOTES, unless otherwise noted· 1. This design is based only upon the para.meters shown and is for an lnclividual building component.Applc:ability of design para mete!$ and proper 1f\COrporation of component 1s the responsibility of the blikling designer. 2. Design assumes Ille top and bottom chords to be laterally braced at 2' o.c. and at 10' o,c. respectively unless braced !hroughouttheir length by continuous sheathing such es plywood sheath1ng(TCJ and/or drywall(BC). 3. 2x lmpactbridgmg or lateral bracing 1equired whme shown++ :: ~~~=i~~S:!s~ ~~:~~oi~~eno~~!tr.~0~~~:n.,nt and are for "dry concllfion" of use. 6. Dasign assumes full bearing at ell supports shown. Shim or wedge ir necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with JQint center lines. 9. Digils indh:ate size of plal<I in inches. 10. For basic connector plat,, design values see ESR-1311, ESR-1966 (MfTek) This design prepared from computer input by SPATES FABRICATORS {OD] CBC2 013/IBC2012 1-2=( DJ 2-3=(-3736) 3-4=(-3499) 4-5=(-28)0) )-6=( -315) 6-7=( -315) 7-8= 1-28501 8-9=1-34991 9-10=(-37361 10-11= I 01 MAX MEMBER fORCES 80 2-12=(0) 3427 0 12-13={0) 3139 0 13-H=IO) 2619 0 14-15=10) 3139 0 15-lD=(Ol 3427 0 0 0 0 19 4WR/GDf/Cq=l.00 3-12=( -220) 91 12-4=( 0) 307 4-13=( -736) 0 13-5=( OJ 540 5-7=(-2439) 0 7-14=1 0) 540 14-8=1 -736) 0 8-15=( DI 307 15-9=1 -2201 91 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH RE.ACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1794V -58/ 58H 3. 50" 1. 91 Df I 625) 0/ 1794V 0/ OH 3. 50" 1. 91 or 1 62s1 8RG 0' -0. 0" 1.91 Dr/ 2. 95 Hf/ 2.81 SPF 8RG 33'-10.7" 1.91 Df/ 2. 95 Hf/ 2.81 SPF VERTICAL DEfLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEfL = -0.301" ~ 19 1-5.9" Allowed= 1 110" MAX DL CREEP DEfL = -0.452" ~ 19'-8.9" Allowed= 1.666" MAX TL CREEP DEFL"' -0.606'' @ 19'-5.9" Allowed= 1.666" RECOMMENDED CAMBER (BASED ON DL DEfLI= 0.4$2" MAX HORIZ. LL DEfL = 0.0$8" MAX HORIZ. TL DEfL = 0.134" 33'-7 .3" 33'-7.3" Wind: 110 mph, h=22.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MlifRS(Dir), load duration factor=l.6, End vertical (s) are exposed to wind, Truss designed for wind loads in the plane of the truss only . Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. OJ -Escondido (874) 2061 Aldergrove Ave. Escondido, CA 92029 Insulation Certificate Insulation Is installed in the structure described below as follows: Work Area Attic Area -Batts Exterior Walls and Rim Joists Exterior Walls and Rim Joists Garage cei!Jng With IMng area above caulk and Seal exterior doors, windows and sill plates Blown Attic Area *Fiberglass blow has no settling factor tor R~values Job Name: LOtNo: Lanai Phase 1 19 Insulation By: \ 2--a 27 Date Completed: 8/15/2016 Item Installed R-38 24' X 48' • Unfac:e<f • Batts R-15 15.25" x 105" -Unfac:e<f -Batts R-2115.25' x 93" • Unfaced -Batts R-1915.25' x 48' -Unfac:e<f -Batts CF812 Foam R-38 InsulSafe SP-Blowing Insulation Job Address: 1226 Esmat Way C.r1sbad, CA 92008 Sq Feet 1268 2041 300 620 3619 1314