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U u ^� m c �c / J — CCC D' 4/ I �, / 1 . l / % l / l l 1/ ... -moi (�J i 7 t 48.O 1 I J I - 2.0- 2'0• 7 0' 7 0" 2'0" 2'3' 2'C 2'C- 2 C. 2'Cr 2'0' 2-0- 2'0" 7 G" 2'C' 7 C" 2D- 7 2'Cr TO" 70* C") Ai a I ttl0 CU ri (t) ' • • 24 7 DP02GE • i' 1'11 1.4' -- - —_______/i ' N • t o t 1 N N O n O W ? 1 N ! G) nsClaN Lb Pik"2 - i --_ - CD o 1 _ — '"`,k toq la \ ! . i ,[ DPD213E - O 1-1 / sN CA r f _ f - -. cin a -0 a v • W O '6' O . -o 2 GT w G1 ^/ O ., _/ m rn rn . j 70' ?0' ?".- 70' 70" 3.. ,• 77,70- 70- A N i„• N O N L./ `C CL 1W I N N N, .4N ?,-_, ,tr G) s-i X11-.- - ----- ^, N W o el CD N lb iC IYt._, ill if I dor I)," ;K, loll NeAc...L. ct . .t - "HIS IS A TRJSS PtACFMENT DIAGRAM ONLY `hese trusses are designed as irei ridual building components to be 1 Hinckley Terrace Garages '� �° �„�� R Dj Ne building dosggtdare ,o see .,a npcu daa d ennui to eau 9 ng dosgrNM n resporsale`or lemporen an0 porrnanent order. of he roof and Icor system are for the overall structure. The 005cr a the truss s pond stn,rltre flowing hCede s.bear. UFP Bel hertown LLC Hinckley Terr. Northampton, MA Ovalis and columns stnerMpp s,a6yo the leu leinydesgner For genera guidance vegan!ngbacng consult'Bracing of Ewood trusses'amiable Irpm the Truss Plate'.nSAtute,583 D'Ondno Drive.Madison,WI 53179 It a tie respmsblibty of the 9!14/16 General Contractor,Superrfendent to vent.,that the prorced truss ayout shall match the final mended construction plans. loading conditions,and use.II they do not it is the rosponsioi Idy of he General CantraaorlSupenntendent to provide f pnntsi sans containing the latest speaEcabons arc designs Universal Forest Products tri'not be responsible for pent/plan '� A Universal Forest Products Company j (2) 2 Bay & (1) 4 Bay-For Permit changes by others attar final approval ofshop er8yn"gs.nor will they be responsible for error%or modfscabae made on-site _ C dunn construction.DO NOT CUT,NOTCH DRILL.OR OTHERWISE•REPAIR"MANUFACTURED TRUSSES IN ANY A` 1Sf Sort Roeod.PUSi113/14khrbor'a.91.4..•NC Phase:a1)-323-nr,/Fax.417.327-57S• 1 6�J3454BG WfiT{OUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL WNO BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN - ALTHORIZATION FROM UFP (9..., q7 3J) fLf7 .46 z N` 2 • C 'IS Ixs'DSS SILOS eerier ISD HEADER AND BEAM LAYOUT " ,. nor STRUCTUPAL xIDQx m ai W JS Sy ~O MINI 2XS STUD SILOS POMP LOAD TRIPLI 2x4 JACK STUD PROW STRUCTURAL RIDUR B 30 , , B 14 I , ,_ __B 13_____, ,__B 29 , B 7 - 'ip 0 Ply Ply ply 0 ply 0 pry ....:"..N. _ B 9 Vtve N a0 ply CO o 2X4 JAcx STUDS N a. 2 ■ co o 0 ply I—A / 0 ply liC r. CD NEARING WALLS FOR ROOF FRAMING o.g N moa ii JOB:Hinckley WrighVH11%i y IP 20 B6 -- B 11 P 25 0ly 0 PAY 0 ply 0 ply DESIGNED BY- Doug Hodgins 3 PLY 2x0 POST HI I ORMAT ION'. 3 vLr PM roar PIO(MMe MS ■AU6 i ARIA UAAGwnON. .,NU IawW RNA. wA WA WA WA WA wA SHEET NUMBER.1 1st walls LAYOUT ,0/...62)... / 77 0 14) '&0'0* ROOF STRUCTURE �- --- - c — — 26' 0" — — 34' 0" - r 7 r ➢ s I I I 1 1 D J If 11 ' t— Af0 z \, A I. i _____G 3 I137 „ c43 6 G 4 0 PIY PI P PIY 0 PIY io - 0 - Oply — O y 0 4. 2 c• .o � � I .- � , < A.9 _> c II ( JOB:Hinckley WrIgntnenc$oy " I r i 1 I ___, DESIGNED BY, 1 Doug Hodgins \ F---- A_3____ _ ,> %WI.N 1wvOnNArq� t s.loA Fbirrt+MO E. i IIAur Dan. mown. ..ra iwn. .001. en wa r W in w .../.--- 11 c r r 1 - r t 1 r_ IF — - - .- 20' 0" — — . 20's" . e. SHEET NUMBFH.t c 6' 0" 90' 0" _ ,I. 0" roof planes LAYOUT CITY OF NORTHAMPTON, MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS )2_, 125 Locust Street ' Northampton, MA 01060 xJ�y. y 413-587-1570 Fax 413-587-1576 Donna LaScaleia Director ASSIGNMENT OF HOUSE NUMBERS Street: Hinckley Street Assessors Map: Map 23D,Lot 149 House Number: 115, 117i119, 121 123, 125,127, 129 Date: October 3,2016 Remarks: Addresses assigned to an existing lot on Hinckley Street formerly known as #121 Hinckley Street and described in a deed recorded in the Hampshire Registry of Deeds in Book 12110, Page 37. The number assignment was requested by the developer for permitting purposes for the construction of eight condominiums arranged in four duplex units. Upon entering the common driveway,numbering proceeds counterclockwise beginning with#115. A sketch of the numbering layout and surrounding existing house numbers is attached. David K. Veleta, P.E. City Engineer cc: Central Dispatch Board of Health Water Division Tax Collector Sewer Division National Grid Streets Division Verizon Telephone Inspectors Comcast Assessors Columbia Gas of Massachusetts Police Department Post Office(Northampton) James Thompson(GIS Coordinator) Post Office(Easthampton) Registrar of Voters School Department(Joy Winnie) MassGIS Address Management Systems Applicant/Owner: Jonathan Wright Attachment: Unit Numbering Layout Wright builders 48 Bates Street Northampton,MA 01060 M House Numbers\Hinckley StreeNl l 15-129 Hinckley Streetdoc b4)vcHey 8v 115 /9,9 /4,6 9,34 Lot Pte? Load Short Form Job: Florence Terrace Date: E. Entire House By: DAVE LAMPRON ALL SEASONS 33 SCHOOL STREET.HATFIELD,MA Project Information For: Hinkley Trace,Wright Builders Florence,MA Design Information Htg Clg Infiltration Outside db(°F) 0 87 Method Simplified Inside db(°F) 70 75 Construction quality Average Design TD CO 70 12 Fireplaces 0 Daily range - M Inside humidity(%) 30 50 Moisture difference(grub) 29 24 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 80AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 1386 cfm Actual air flow 1386 cfm Air flow factor 0.024 cfm/Btuh Air flow factor 0.039 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.88 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft`) (Btuh) (Btuh) (cfm) (cfm) 2 BEDROOM 1048 25923 17024 630 671 3 BEDROOM 1304 31147 20759 757 819 Entire House 2352 57070 32879 1386 1386 Other equip loads 0 0 Equip. @ 0.92 RSM 30248 Latent cooling 4562 TOTALS 1 2352 I 57070 I 34810 I 1386 I 1386 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. _ 2016-Oct-I3 07.13:15 wrightsot Rig hi-Suite9 Universal 2015150.19 R SU 17313 Pagel F -r an\Desktop\LOAOSIALL SEASONS Florence Trace mp Cab MJ8 Front Door faces. N Load Short Form Job: Florence Terrace Date: TRANE 2 BEDROOM By: DAVE LAMPRON ALL SEASONS 33 SCHOOL STREET.HATFIELD.MA Project Information For: Hinkley Trace,Wright Builders Florence, MA Design Information Htg Clg Infiltration Outside db (OF) 0 87 Method Simplified Inside db(°F) 70 75 Construction quality Average Design TD(°F) 70 12 Fireplaces 0 Daily range - M Inside humidity (%) 30 50 Moisture difference(grub) 29 24 HEATING EQUIPMENT COOLING EQUIPMENT Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft) (Btuh) (Btuh) (cfm) (cfm) BEDROOM 1 234 6832 2830 166 112 BEDROOM 2 208 4374 2064 106 81 BATH 1 56 1286 584 31 23 BATH 2 130 1217 681 30 27 KITCH/DIN/LIVING 420 12215 10866 297 428 2 BEDROOM 1048 25923 17024 630 671 Other equip loads 0 0 Equip.@ 0.92 RSM 15662 Latent cooling 1977 TOTALS I 1048 I 25923 I 17639 I 630 I 671 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 20/6-Oct-1307:13:15 ^tel:' wrightsoft' Rig hl-Su lle9 U Ryer sal 2015 15.0.19 RSO n313 Paget R an\Desktop\LOAOSIALL SEASONS Florence Trace rup Cal MJS Frani Door laces. N Load Short Form Job: Florence Terrace Date: a_ '$" .,G., E. 3 BEDROOM By: DAVE LAMPRON ALL SEASONS 33 SCHOOL STREET,HATFIELD,MA Project Information For. Hinkley Trace,Wright Builders Florence, MA Design Information Htg Clg Infiltration Outside db (CF) 0 87 Method Simplified Inside db(°F) 70 75 Construction quality Average Design TD(°F) 70 12 Fireplaces 0 Daily range - M Inside humidity(%) 30 50 Moisture difference(gr/lb) 29 24 HEATING EQUIPMENT COOLING EQUIPMENT Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 'F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (8) (Btuh) (Btuh) (cfm) (cfm) KITCH/DIN/LIV 3 420 12028 9810 292 387 BATH 2 3 130 1217 665 30 26 BED 13 208 4374 2015 106 79 BATH 1 3 112 2183 1204 53 47 HALL/CLOS 3 96 994 586 24 23 BED 2 3 182 5393 3154 131 124 BED 3 3 156 4959 3324 120 131 3 BEDROOM 1304 31147 20759 757 819 Other equip loads 0 0 Equip. @ 0.92 RSM 19099 Latent cooling 2584 TOTALS 1 1304 I 31147 I 21683 I 757 I 819 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016-Oct-13011:15 wrightsoft Rig 111sulle9 U my er sal 2015150.19 RSu 1;313 Page 3 AC aan\OesktopROADSWLL SEASONS Florence Trace rup Cala=MAI Front Door laces N CS Stea:w,ene 20165.1(Maki) WrightBuildersHincktey7race- 9-29-16 LJsanaenagir 2T6501 Meares Wub®1551 1212pm 1 of 4 Member Data Description:Cabal Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U350 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Mb. Other Dead (Description) Side Begin End Width Start End awl End Category Replacement Uniform (PLF) Top 0 0.00" 0 8.25" 0 43 Live Replacement Uniform(PLF) Top 0 0.00" 0' 8.25" 87 0 Snow Replacement Uniform(PLF) Tap a 0.00" 19 11.00" -166 0 Snow Replacement Uniform(PLF) Top u or i9'11.00' -0 -50 live Replacement Uniform(PLF) Top 0' 8.25' 19'1100" I 147 Uve Replacement Uniform(PLF) Top 0' 8.25" 19 11.00" 300 0 Snow h I ! I il" 1 f 84 19 9 4 Ol il 20 5 8 Bearings and Reactions Input sin Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0 8.250' Walt SPE Plate(425pei) N/A 2.083' 4648# -2024# 2 20' 5.500" Wall SPF Plate(425psi) N/A 2.004" 4471# -1851# Maximum Load Case Reactions ufc w,Wine poi nk mathlnr Ione I oad.to canyinpmemteu Live Snow Dead 1 a# 2968# 16805 2 a# 20Wk 16115 Design spans e' 6250-(raft cam) 19 4.625" Product: 1-314x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom(mord. Review gravity uplift reaction force of 20241bs at bearing l and ensure that theetructureGm resist appropriately. Review gravity uplift reaction force of 1862Ms at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21994:# 520884 42% 1038' Total Load D+S Negative Moment 9128.# 52088.'# 17% 10.38' oad D+S Shear 3997.4t TL Deflection 0.6195" 0 160604 L/3755 10.38' �P`ZN DF„�.` D45 LL Deflection 0.3966” 0.6462' 11586 10.38' -2 TL Den.,Lt. -0.0703" 0.2000' 20234 0' 0 CHRISTOIjf e k. LL Deli.,Lt. -0.0450" 0.2000" 211366 o' ! DUDE(rotas Coned: 7L Deflection Dols: ave-100% Snow-115% Rod.125% Wiw160% lik No.I29566L Design assumes a repetitive member use increase In bendng stress: 4% ser Ip Manttacturers installation guide MUST be consulted to multi-My connection details and altemetives Start-/ T b‘ E /t& r t e seicrItter All aredura reran ere asesemersa nit aipeeuaew„els Doug Hcx ns rk Miles Inc. Cour'Bngp W1b bpstmpeen Savoy:en Wmpeny In ALL MpthFfl RESERVED. .snp•a .nen p . gimlet deme dreg anent a is We eitA of eeaa6 n np;asdd"Sean ed 66 .tloee 21 West I. eb nye be reviewed by"a inn desgneleh Capri wnr. aI as rtpulmd M al= w.ibis(*age'dean pmduc'unseen according seem war:yeemnsl . West Hatfield Ma. Ca svuwren'2016.5.1[MAI 11 WrightBuilderstiincklcyTrace- 9-29-16 mre<an Bea 20r4502 Makryl Database 1555 12:12pm 2 of Member Data Description:CalcG2 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: 11360 live, L1240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 PLF Filename: C:\KM W\JOBS\ Other Loads TYPO Trib. Other Dead (Description) Side Begin End width Start End Start End Category Replacement Uniform(PLF) Top 0' 6.50" 20' 1.88' 1 147 Uve Replacement Uniform(PLF) Top 0 6.50" 20' 1.88' 300 0 Snow Replacement Uniform(PLF) Top 0 &50' 20' 5.50" -166 0 Snow Replacement Uniform(PLF) Top 0 8.50" 20' 550" -0 -50 Live Replacement Uniform(PLF) Top 20 1.88" 20 5.50" 0 43 Live Replacement Uniform(PLF) Tap 20 1.88" 20' 5.50' 87 0 Snow i to IN I' / ' 2058 0 O 2058 Bearings and Reactions input Min Gravity Gravity Location Type Material Length Required Reaction Upgtt i 0' 0000" Wali SPF Plate(425psi) NIA 2.036" 4544# -1883# 2 20' 5.500" Wall SPF Plate(425psi) WA 2087" 4613# -1917# Maximum Load Case Reactions Umt mnppiyln Point marmtpmne Ioads.:ami"a mambe,a Lave Snow Dead 1 84 29064 1638# 2 a4 Nana 16614t Design spans la a.25o" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bradng Wong the bottom chord. Review gravity uplift reaction force of 1S84Ibs at bearing l and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 1917Sts at bearing 2 and ensure that the structure can vet appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 227041# 520880 43% 10.23' Total Load U.S Negative Moment 94380 520880 18% 1023' r-d O+S Shear 4067.# 18060.# 25% 0.4' `SH 0 r.,. : .� D+S TL Deflection 0.6597 0.9844" L'358 10.23' .*�' '.T['�_�tt LL Deflection 0.4222" 06563" [1559 10.23' t Gnflr3TOrnLR carttr$ TL Deflection Z. D- DEK DOts: tiv1W% Snow-115% Rod-125% Wtrtl.1e0;5 Design assuma re live mantic+use brise in tiendng stress: 4% U e CIVIL Manufacturers installation guide MUST be ce sJled to muaipy connection details and anernatives No 29556 N t• �o th:s.�!� . ""W'cr".mda..tea.*w,an""Pe'.a..aaa Dog Hodgins ropy"sea ici znnx p sear®"sw"s re company ma au PHiHrs rvseaveo. dr Miles Inc. smso 19 Is�.e�a .he he ,�marssa,oe,brmn "ria: onnu .."a maan wNmw. m mama ^i ole Lead no�"annd ere w Bed ono n*ee 21 West St. +.e by a pnniimd` donor apalmnfoe approval axone es woaaid according soars s aM:Mc0O West Hatfield Ma. CS 9meaanT61 3n6s I1aww21 WrightBuilderssHinckleyTraco- 9-29-16 4maeamFngine 20165.02 Mawremwbmwe dm 12:12pm 3 of 4 Member Data Description:CalcG3 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: 11360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 PLF Filename: G:\KMW\JOBS\ Other Loads 'NPR Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 8' 0.00^ 1 158 live Replacement Uniform(PLF) Top 0' 0.00" 6' 0.00" 347 0 Snow Replacement Uniform(PLF) Tcp V 0.00" 6'1100' 1 105 Uve Replacement Uniform(PLF) Top 0' 0.00" 8 11.00" 213 0 Snow Replacement Uniform(PLF) Top 6' 000" 6'11.00' 0 43 Live Replacement Uniform(PLF) Top 6' 0.00" 6'1100" 87 0 Snow I 1 611 C O o / 611 C Bearings and Reactions Input Mtn Gravity Gravity Location Type Mnedai Length Required Reaction U0Mt 1 0' 0.000" Wall SPP Plate(425psi) WA 1.722" 2562# -- 2 6'11000" Wall SPF Plate(425psi) N/A 1.600" 2380# Maximum Load Case Reactions Lkdim eppying point taws tor Hr.low le coo members Live Snow Dead 1 5# 1715# 8474 2 5# 16894 791# Design spans a 1.759 Product: 1-314x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord, Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3923.8 333904 11% 345 Total Load 0.5 Shear 1603.# 10706.4t 14% 5.61' Total Load D.S TL Detection 0.0166' 0.3073" 11999. 345 Total Load D.3 LL Detection 0.0111" 02049" 1/999+ 306' '-. Loads cuMrd: shear OH OF Mils DOIs' Uve10O% sno .115% Rud8125%. WirckTh0 SEP LY Manufacturer's installation guide MUST be consulted to multi-ply conneciial details and alamatives 2 5 �o CHRISTOPHER G w o DUDEK `''♦ cc CIVIL H No.29566 h ,° 53. / T " C fIt.,‘ F.. . ...:. u,66616666 s.snonsemw.amumzcnven.ma Doug Hodgins `cepyn ht(CObeam' ss n svon.inwmpany Inc au RIO RESERVED'rea rk Miles inc. al,n is all sea as even Ills mem I ,1mea �.&awing meelapnls a e.gn a le.em,LoedsLoaemg cendmonu end spantumm on enamel m 21 West St new 'i to reviewed by a yuarfi ed des grerar deagn pobamv as maul and 1 ov.l.This de@pn.ameep duct IMell9mn steaming 16 @tl ma"mummie sewla dellen e West Hatfield Ma. cs&sette 5#4.5.0#4421 WrightBuildersBinckleyrmcc- 9/29-16 6MedmFneine 3116362 'Hewletoemm.1551 12:12pm 4 oro Member Data Description:CalcG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/fRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 PLF Filename: C:\KM W\JOBS\ Other Loads Type Tib. Other Dead (Description) Side Begin End Width Stan End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 14 0.00" 0 74 Live Replacement Uniform(PLF) Top 0' 0.00" 14' 0.00" 168 0 Snow Replacement Uniform(PLF) Tap 0' 000" 14'11.04" 1 105 live Replacement Uniform(PLF) Top 0' 0W 14'1t 00" 213 0 Snow RepiacementUniform(PLF) Tcp 14 Oce" 14'moo. 0 43 Live Replacement Uniform(PLF) Top 14' 0.00" 14'11.00" 87 0 Snow I ¶ it t 14 O ®/ 1411 C Bearings and Reactions Input Min Gravity Gravity Lotion Type Material Length Required Reaction Uplift I 0. 0.000" Wall SPF Plate(425psi) N/A 2.728" 4057# 2 1411.000" Wall SPF Plate(425psi) WA 2.889" 4000# - Maximum Load Case Reactions uw.ot toping owmmwa(lit Ii a Dnp memees Live Snow Dead t se asete 134 2 " 2653# 1347# Design spans 14' 1.750• Product: 1-314x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the lop chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14344.'# 33390.'# 42% 7.48' Total Load D+S Shear 3390.# 10706.# 31% 1382' Total Load D+S TL Deflection 0B22A` 0.7073" U525 7.46` Toe)Load NS LL Deflection 02143" 0.4715" 11792 748' Load S Control: Deflection Dols: Uve-I . 1®% amd a x=115% Rol25Y. Win&al&% �cli' F MRS's9C Manufacturers installation guide MUST be cosultedip multiply connection details and alternatives `' & mooCHRISTOPHER ts DUDEK to CIVIL Lu No.29566 rt� 9,o 4, �.ea 1 T era Au piW2wma ere a eaawamxm enneenve mama Dougterns mei mso pyngan ley Simpson sroewALL e Te Dem ,y inc.i•c. PIG HIS Ao.ESeavark Miles Inc. gun it Weed aa.meaeo..am:,.nee eeg,MN oe thin daa'ig meas apdroawe doeeccme&the Lead;Loading C ndifloia and Spans need on oris mem.The 21 West St. Jeep Ince Pe re.�ewee by a queened Seer et o,deer reSE Oe&n wined lw aprovm.ma ample aa, es product ieeanancn acconoy to the m.cmaourersepeancexms West Hatfield Ma. cc s„w4neTM mlas.t leme21 WnghtBuildersHinckleyTrace- 9-29-16 Mmaatetaare NIRS u2 manna.oath.1555 12113pm 1 of 10 Member Data Description:Galant Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Cade: IBC/IRC Snow Load: 35 PSF Deflection Criteria: 1J240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ I Ilh r O1s 11 7 _ 0/ •a t. , Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 Cr 0.0W Wall SPF PIate(425psi) N/A 1.50" 653# -- 2 19'11438" Girder SP F Plate(425930 WA N/A 653# Maximum Load Case Reactions emd ee warn win,wear tat r wain:to r.nrinu mrwe,e Snow Dead 1 4501133700 2Y4#(152 f) 2 450x(337011) 203#(15201f) Design spans 2e 3612' Product: 14" MS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous latent bracing along the bottom chord. Lateral support is required at each boring. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 31474 6092.# 51% 10.07 Total Load NS Shear 620.# 2061.# 30% 0' Total Load D+S End Reaction 653.# 14371 45% 0' Total Load D+S TL Deflection 0.4434" 1,3546" U549 10.02 Total Load D+S LL Deflection 0.3054" 1.0160" L/798 10.02 Total LoadS CattN'. Pos.Malo 001r eve 100% Srox=115% Ra)t425% Wiit"I65% Watt 9tH(ener and ninintim tearing Ier, )i retirements at hMgard cmnectkos depend on the connection style told are not included iri this design. 2.. I<II NOFM4ss9C .�0 CHRISTOPHER G ug Z DuDEK -4 o CIVIL m No.29566 49 Ke i�:.�." vel an gA et Bann,,..n,ee,,,n.m w,tn,,rnweeca Doug Hodgns rk Mites Inc. mn@ uuennen es wen me wemd"er°nertivi we Simpson sow centile mens ymeets pgneae deesignenteric ler t Hees.Loading Cardin it nen Spans i�.ed en mimeel.,ne 21 West St. s.cr one bemieed et,AA,,oned dearer of deer u,messonai as,ep,,,wtor agg,eval.leisaaun,earne,wneuu,i il.,ien aeee,mno to nw m.n,naen„e„meeaeminn, West Hatfield Ma. CS SptlJryrt^rm1651I9m o) WrightBuildentlinckieTrace- 9-29-16 Mit101211222mu 10153.04 12:15 MatensO bmbmre 055 P 2 of 10 Member Data Description:CalcA2 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -6.50/ 12 Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 2 4 I O 12 4 1 Bearings and Reactions Input M n Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) WA WA 405# -- 2 12' 4.062" Wall SPF Plate(425psi) N/A 1500" 405# - Maximum Load Case Reactions mil iiimpiim va�mum mime/memo 0101,21 mmneme Snow Dead 1 2721$(294910 133090) 2 272#(2040 133/0900 Design spans 12 a 125" Product: 14"AJS 20 16.O" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bmcing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Leal support Is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment m80.1 60927# 19% 6.12 Total Load 0+5 Shear 356.# 2061.# 17% 0' Total Load D+S End Reaction 405.# 14371 28% 12.34' Total Load D+S TL Deflection 0.0791" 0.8641" L/999+ 6.12' Total Load D+S LL Deflection 0.0532" 0.6631" 0999+ 6.12' Total Load S CoUet Max End React. DOts: tNe=10.% Snow-l15% RW-125% Wort 16O% Web stiffener and minimum tearing length ruauremetrs at Ila gared connections depend on the connection style and are not included in this design. n$.*N. s Cy l G m m m o e`��. ,"vevmmnmam,rao SSeve•m.m n.e emm Doug fro rk Miles IncCo . ,.nes�.den.m es when rr �.Mill',naa"llo n�0o*_a gleam,ymnnn Ma Company smarmy".auwpreponse eRi,crieD rs dud 21 West St. Sam rn un de mv:ewei ny a oualul ed Magner or detlgn woM1rnnal as rzpurntl ler arygnvai s delmores menabr etaLoadingatcwthn 10 qv man fa ur rs e j ohons Ther anao a>.,meelsndu< mrmnn aanangmmn n�enma<mnm,.>per:leuna^e West Hatfield Ma. CS SmsiPare 10165 I(Bwd2l i WrtBuildasHinekl race- wns.a,w,�em16s62 xh 9-29-16 Materials abase 1555 12:13pm 3 of 10 Member Data Description:CalcA3 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ CS / ' 21 112 61e5 Wym 7 0 2R 0 1 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) WA 1.500' 565# -- 2 21. 1750" Wall SPF Plate(425psi) WA 3.500" 1499# -- 3 28' 0.063" Girder SPF Plate(425psi) N/A WA -- -212# Maximum Load Case Reactions Wad for apaiying piing loads o eload,1 to ming members Snow Dead 1 3392(292010 1762032010 2 10332(774+0 4662(35000 3 -1464'10900 -8512-49010 Design spans 21.10.562' 6 10157 Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2360.4 60924 38% 8.69' Total Load 0+S Negative Moment 284.'# 60924 46% 21.15' Total Load D+S Shear 797.# 20611 38% 21.14' Total Load 0+5 End Reaction 565.# 1437.# 39% 0' Total Load D+S Int.Reaction 1499.# 2794.# 53% 21.15' Total Load D+S TL Deflection 0.3170" 1.4587 IJ828 9.73' Total Load D+S LL Deflection 02183" 1.0941' IJ999+ 9.73' Total Load s Control: Max Int.React. DOLS: uve=100 SnoRoo f.125%Ro =125% sun 1609 web stiffener and minimum bearing length mcpirernents at hagwed[erections depend on the connection style and are not included in this design. 203- OF Mass ch 34, 9 �o CHRISTOPHERG m Z DUDEK y o CIVIL No 29566 (�1•.t T PE- �4. W. All amdam aomes.nmt,ademao-smnen,aaeen.e o..e's Doug Hodgins prafgh a.201by emppeo Slang-beamoanv Inc.ALL RIGHTS RESERVER rk Miles Inc. ,ardn Show m this drama°meets applicable dear aduaa to.Loads Loading ammld.e.and spans listed an this slam The21 West St. re.g o.a,..,ea'aeea:ta,,.anaa aa9eo. edge pale.anal as,epamd for appont. gn p•deaem ,on accordnp to he ma„ma.d,mama,eemon. West Hatfield Ma. CS safd.etw 2016.5.1 lewd DI WrightBuildasHinckleyTmce- 9-29-16 knillteanthogita53 0 Mau-dials Meicrsk Database,e 15555 12:13pm 4 of 10 Member Data Description:CalcA4 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed OM Filename: C:\KMW\JOBS\ pram © 5 2 14 _ 0 5 2 . '/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Nate(425psi) WA WA 162# -- 2 5 2.875" Girder SPF Plate(425psi) WA WA 162# -- Maximum Load Case Reactions Heed for applying pomimad.(Donne toady to tapping Snow w 1 1094(eopi) 535SIOSI) 2 109el02g0 53k(40Af) Design spans 5' 3.562 Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1884 6092.'# 3% 2.62' Total Load D+S Shear 142.# 2061.# 6% 0' Total Load D+S TL Deflection 0.0040" 0.3532" L/999+ 2.62' Total Load D+S LL Deflection 00027" 0.2649' L/999+ 2.62' Total Load S ControlShear DOLS: tive=100 Snow-115'A RDd=125% Wirc6160% Web stiffener and minimum bearing length requirements at hargared connections dwe+d on the connection style arid are not included in this design. 2.1{C OF Mqs 40 9 go CHRISTOPHERG u, F DUOEK rn o CIVIL m No.29566 s% O Q t ,.t TPE ��, art..scale All peanut,names art dademaneame,reweci.e owners Dag Hodgins tit rel 2016 y Simpson Snong-r.Company Inc.ALL RIGHTS SERVED. rk Miles Inc. ynm°is de tied as atms by the memo,. be , '"e'taws on this m+-rte meets apWm . agnate.emr Loads.Loax,u Condil,cs.are spans need on this say.The21 West Si. leme nn wmwona as aspired w appm.m.filiaLiesSAaPiamehia011110 Inunmon asepmmgip m.m.nutauunus®«uesno". West Hatfield Ma. Cs Sabodd<*M 20465.1 iBmld2] WrightBuildesHinckleyTrace- 9-29-16 2016502 Mamreb Catalano 1555 12:13pm 5 of 10 Member Data Description:CalcA5 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 14 17 3 7 17 3 7 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) N/A WA 576# -- 2 173.438" Wall SPF Plate(425psi) WA 1.500" 576# - Maximum Load Case Reactions Paws for poly on boim ioem ler line iae4 a asoma mambo's Snow Dead 1 388#(29141) 18911(14204) 2 3B84(291pf) 18944142nd) Design spans 18!10.688. Product: 14" MS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each being. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2394.'# 60924 39% 8.6' Total Load D+S Shear 507.# 2061.# 24% 0' Total Load D+S End Reaction 576.# 1437.# 40% 17.29' Total Load D+S TL Deflection 0.2955" 12595" 1/767 8.6' Total Load D+S LL Deflection 0.198T 0.9446" 1/999+ 86' Total Load S Control: Max EM React. DOLS: Live=1W Snmv=115% Roota125% Wix616O% Web stiffener art minimum bear length repirements at hangarel connections depend on the connection style and we not irelked in ties design. 2T'(' DFMgss CS 9 �9 CHRISTOPHER C m DUOEK m o CIVIL en No 29566 iso ee et„pmduct names ere p.demans of mei..aaye a.,,.m Doug Hodgins semen al 20115y&mon ,sown lie Company me ALL RIGHTS RESERVED—Pa5sng is del no . rk Miles Inc mons moor e.a.mes.cen to memberemo oorll i bear or adn naw.n on this dm..e man apmabo mar stens for Load,mane ca,emons.ed Spans on this sheet The21 West St. norfeseon at revived m„ppm.ai. ee.yn',Melee pdu.im ,an acarne to the ma,manm.r.aheticaca. West Hatfield Ma. CS 3mrtrc1 301651 Iawn31 WrightBuildersHinckleyTrace- 9-29-16 acemEngnl c1251 Mahrvals Database 1455 12:13pm 6 of 10 Member Data Description:CalcA6 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L1180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 12 4 1 @/ Bearings and Reactions 1241 Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 405# -- 2 12' 4062' Girder SPF Plate(425psi) WA WA 405# — Maximum Load Case Reactions Used for applying earl mammy line lwdy In eewme memnen Snow Dead 1 2724(2040f) 1330(9900) 2 2724(204p11) 13341(99d4) Design spans 13 3.125" Product: 14" AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1180.'# 6092.'# 19% 6.22 Total Load D+S Shear 356.# 2061.# 17% 0' Total Load D+S End Reaction 405.# 1437.# 213/ 0' Total Load D+S TL Deflection 0.0791' 0.8841" 1999+ 6.22 Total Load D+S LL Deflection 0.0S3r 06631" L/999+ 6.22 Total Load S Cotard: Max EM React. DOLs: Live-100% Snow-115o Roof-125% Wirtckl60 a Web stiffener and minimum beanrg length regeraments a1 hargared connections depend on the connection style and are not included in this design. 2-t. OF M4SS4c5 ,0 CHRISTOPHER 3 m o DNDEK -4 o CIVIL No.29566 eo `,e VrTP <2 o..1944.214 t Lp All pmeher names asiveniva m their remeea.e o.nere Doug Hodgins Ooyegm 3)226 by Svs awns-rte Company Inc ALL RIGHTS RESERVED. rk Miles Inc.assns is defined as Mien ma memhen flloorIme.beam mmimo"n on misdamns meets pomade dem amens for wade imam Condition.and spans Ided on his meet.The 21 West St. J2.2,4 ma 2 g be rev eyesb a puau 1 ed seapner or des gn Idles oral as rewired tar eppraat. p am pmdun I.,a I all o,ac eoelnp to the manuhnureg ls elfi call mu e West Hatfield Ma. CS 5buclusehh,2165.1[8u1121 WrightBuildasHinckley7race- FmHwuagoe2o165.01 9-29-16 Materials Database 1555 12:13pm 7 of 10 Member Data Description:CalcA7 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L1180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KM W\JOBS\ / Il 1P�/ 11 811 I 8 212 7 ®1 1911 7 Bearings and Reactions Input Mn Gravity Gravity Location Type Matedal Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) N/A WA 311# — 2 11' 8.688" Wall SPF Plate(425psi) WA 3.500" 8404t -- 3 19'11.438" Wall SPF Plate(425psi) N/A 1.500" 155# -- Maximum Load Case Reactions Cant heapplying pone lows(o,nm Iosdal no, Snow aiamembers Dead 1 214#116101) 97#(73p1f) 2 5786(43401) 2614(19600") 3 107#160r0 48#(3e00 Design spans tz 0.562' 3 3250" Product: 14"MS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each besting. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7154 6092:4t 11% 4.86 Total Load D+S Negative Moment 869.'# 60924 14% 11.72' Total Load 0+5 Shear 4394 2061.# 21% 11.71' Total Load D+S End Reaction 155.# 1437.# 100/0 19.96 Total Load D+S Int.Reaction 840.# 2794.# 30% 11.72' Total Load D+S TL Deflection 00342' 0.8033" 1/999+ 5.44' Total Load D+S LL Deflection 0.0236' 0.6025" 1/999+ 5.44' Total LoadS Cr Max int. React DOLs: Uve 100 Snot/=115% Roo6125% Wimk160% Web stiffener and minimum beamng length re irements at hargared connections depend on the connection style and are not included in this design. �-ei DF Mgss 9c5 0 CHRISTOPHER G �, Z DUDEK y o CIVIL Cn No 29566 r'J. O P Ac,. ► o,t #W AH product namesae aeasma,s 011heir,e ecr.e 0.nem Doug Hodgins cepingbl lq+ce by Simpson Soong-Te Company mo.ALL R4H aESEHVE. rk Miles Inc. nrig isdwred as.ben me member floor jam or caw encase a,assessable meets applicable for Loam Load�ngansmm>ens Spans geed anthis eae.me 21 West St. its must be rated bn gnam=e entre,os engn pmfeaoaa as required w apple/al gn ammo.pmenaib .on acc intoe mann .,smeacata,s West Hatfield Ma. CS vmapew20165.1[Bind sf WrightBuildaiHincldeyTrace- 9-29-16 IenBeamEWW 20165.02 Materials Das c1555 12:13pm S of 10 Member Data Description:CatcA8 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ .— N / Bearings and1R ctions 5 219 U Input Ran Gravity Gravity Location Type Material 5IEength Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) WA WA 162# — 2 5' 2.875" Girder SPF Plate(4251:si) N/A WA 162# -- Maximum Load Case Reactions u:0 to.porn Pods loti a,oaey to naroing membea Snow Dead 1 1osalaza'0 53#(406f) 2 tosxle3dfl 53#{4060 Design spans 5' 3 567 Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support Is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 188.'# 6092.'# 3% 2.62 Total Load D+S Shear 142.# 2061.# 6% 0' Total Load D+S TL Deflection 0.0040" 011632" L/999+ 2.62 Total Load D+S LL Deflection 0.002T 02649" L/999+ 2.62 Total Load S Comm: Shear DOLS: [iv '100°A Snow=115% Roof-125% Wirc16O% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. ,,,vi\..k OF moss 24Acti ,0 CHRISTOPHER G N o DUDEK o CIVIL N0.29566 o P `a. Aii drawl'now are taeem...w their leoem.e neaea Doug Hodgins rk Miles Inc. eor ie,e.016 lay bee, umgies*Seep tsaryplNsrs etle deep etMa lot I oath,Loatie Cen6ennv ane Span llgedon this tenor seasyng nm.e.oen me�ema,pyo0htd�n. meets 21 West St. dear must bbeehreee.ee by a gn ,fi. asret or depart�®ona as reeled mtadnaaa. Bash amps Pod"'l"ai ion as b;ng In the manweam.aeemeamna West Hatfield Ma. CSsmcme"'2016511Bwd2l Wri tBuildecsHinckl Ttace- ka6eamrvppe20165#.2 4b eY 9-29-16 Mamals Database 1555 12:13pm 9 of SO Member Data Description:CalcA9 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ INNS / 6 10 5 T, 0 21 1 12 28 0 1 Bearings and Reactions Input Min Gravity Gravity Location type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) N/A N/A — -212# 2 6 10312" Wall SPF Plate(425psi) N/A 3.500" 1499# — 3 28' 0.063" Wall SPF Plate(425psi) N/A 1.500" 565# -- Maximum Load Case Reactions IJ forrpply.ng rain)loads w line loads)le tabling memMS Snow Dead 1 -148#(-10901) -65#(-09p11) 2 10334(774011) 466/(3500f) 3 389%92y1) I76#(133'f Design spans if 11.062" 21'10.562' Product: 14"MS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each baring. • Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2360'# 60924 38% 19.32' Total Load D+S Negative Moment 28601# 6092.'# 46% 6.86' Total Load D+S Shear 798.# 2061.# 38% 6.86' Total Load 0+5 End Reaction 565.# 1437.# 390/ 28.01' Total Load D+S Int.Reaction 1499.# 2794.# 53% 6.86' Total Load 0+8 TL Deflection 03170" 1.458T L/828 18.28 Total Load D+S LL Deflection 0.2183" 10941" 1/999+ 18.28' Total Load S Contrd: Max Int.React 00ts: live100% Sn'J.n=115% Rod=12S% WincTise% Web stiffener and minimum bearing length requirements at hargared cennecticns depend on the connection style and are not included in this design. 2��P0ZN OF MA`Vito o CHRISTOPHER G m CUOEK -I oCIVIL co 0 No 29566 o e lea./ T C‘E <4, (Si:..W produce name,..ddmaths of it, r,c.,e c.",a Doug Hodgins cepynonfeq xgdfs esmpmn slaae-Te mmany irk u2 nlsvrs�ssnveo. rk Miles Inc. Sags me.he reed tee eatneire beesgrerr i beat ,grids`no."o"fh�s,,.amp maaf,his desucar dun' mm�aen"a..nmon le d span:geed o"this abet! 21West St. design prates anal a.agooa a for approval nes pmnc�o� m'.nsa<mre,s seam analm West St. Ma. CS swemem20165.I[110421 WrightBuildersHinckleyTrace- 9-29-16 lmHeamDe2016502 Materials Database 355 12:13pm 10 of 10 Member Data Description:CalcAl0 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ Int 17 3 7 O 0/ 17 3 7 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) WA 1500" 57641 -- 2 17 3.438" Girder SPF Plate(425psi) WA N/A 5766 -- Maximum Load Case Reactions umd m, poyne point iowlmIme Ioadgm cryino amen Snow Dead 1 38814291N) 18901114231f) 2 38e11(2911C uto#042pin Design spans 18 10.688. Product: 14" MS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 23944 6092.W 39% 8.69' Total Load D+S Shear 507.# 2061.# 24% 0' Total Load D+S End Reaction 576# 1437.6 40% 0' Total Load D+S TL Deflection 0.2955" 1.2595" L/767 8.69' Total Load D+S LL Deflection 0.1987" 0.9446" 1/999+ 8.69' Total Load S Contro'. Max End React. DOLs'. 1.30e=103% SnON11534, Roof=125% Wird=160 Web Stefan and miramum bang length restatements at bargared connections depend on the connectins style and are not included in this design. =*1/4- M OF M4ssicH 40 CHRISTOPHER G m o DOOEK y o CIVIL cc No 29566 o e II Fe I_.�jT�P�c`o des I.W ' a I'a All emdhat namess a nae'a.ns m mn,m@ecd.e o."e. Doug Hudgins Ceen•em paleyc 5I atm"g-Te Company Inc.AU RIGHTS RESERVED. rk Miles Inc sa no i d.n"mw a. .a the Temper'loom in bean or Dicke ro."o,this arming s meeappsepdess"emen a tit,Made ma es Cand'ieOn;a"d Spans ramns m oa sen.m 21 West St. +esgn apeme ie.ed by a 3..83w des pre,w deerpmpereas required n ,a - des g"[lames pnwcl mstaurae.nceoa"g Ia he'ranmacros.aPam necanns Wast Hatfield Ma. CS SemumTM 20145.I)awes 2] WrightBuildmHinckleyTrace- 9-29-16 kmaumFngne 20050.2 Matenak Database 1555 l h58am l of 6 Member Data Description:CaIcB5 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Tdb. Other Dead (Description) Side Begin End Width Start End Stan End Category Replacement Uniform(PLF) Tap 0' 0.00" 17' 2.75" 31 33 Snow 'IT 11`1 / 17 212 0 fl)/ 17212 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000fsi) WA 1.500" 592# -- 2 17' 2750" Wall LVUPSL(DF/SP)End-Grain(1000psi) WA 1.500' 592# -- Maximum Load Case Reactions u.dfor aoaring w,nl toads Or line loam)to caame mems. Snow Dead 1 249# 343# 2 249# 343# Design spans 15'11.000" Product: 1-3/4x9-112 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 23564 160511# 14% 8.83 Total Load D+S Shear 533.# 72651 7% 094' Total Load D+S TL Deflection 0.2148" 0.7958" U889 8.89' Total Load D+S It Deflection 0.0905" 0.5306' L/999+ 8.89' Total Load S Contra TL Deflection DOLS: Iive100% Sno.=115% Roof=125% WIra160% Manufacturers installation guide MUST to consulted for multi- y connection details and alternatives 2-St. OF 4/48srZ 9 O CHRISTOPHERG m DUDEK En -4 oCIVIL m 0 No.29566 w r' o h, /1(7;� / T 8' for it V.i�1 j�� All aod"ar names as adema,ks ofme.aaernae oaaem Doug Hodgins cownem lc)e 54a si oono^ae rk Miles Inc. ee^n Muk am�ien to m'mmr.noo.iom�an aor.aona.n �we.�rm TMp Ica ode gnn`ntela for ds Loraine conditions,and Snails nae oo'Ilia man.me 21 West St. ,oa ed aero, ssymted bar.wo.a. des n a.,mes product installation aabing to the ma.macwarsmecmc.sans West Hatfield Ma. CS Stucky-ens 20165 t[Build 21 WrightBuildersHinckleyTrace- 9-29-16 bnBeamegine m1#.562 11:58am Materials Database 1555 2 of 6 Member Data Description:CaIcB6 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Stan End Category Replacement Uniform (PLF) Top 0' 0.00 5' 6.19" 1 178 live Replacement Uniform (PLF) Top 0' 0.00" 5' 619" 347 0 Snow Replacement Uniform (PLF) Top 5' 6.19" 7 2.75" 1 178 Live Replacement Uniform (PLF) Top 5 6.19" 7 2.75" 347 0 Snow Point(LBS) Top 0' 5.50" 36 38 Snow 1m m 7 212 0 m i / 7 212 Bearings and Reactions Input Pan Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000si) N/A 1.500" 1654# -- 2 T 2.750" Wall LVL/PSL(DF/SP)End-Grain(1000psi) N/A 1.500" 1579# Maximum Load Case Reactions u.dmrsPPIYmg ds(ornna cad In ' Live Snow m Dead 1 3# 1081e 592# 2 3# 1026# 5544 Design spans s•ll.000" Product: 1-314x9-112 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2336.'4 16051:4 14% 3.34' Total Load D+S Shear 1159.# 7265.# 15% 5.52' Total Load DtS TL Deflection 0.0294" 0.2958" L/999+ 3.34' Total Load D+S LL Deflection 0.0191" 0.1972" L/999+ 3.34' Total Load S Control: Shear Manufacturers)in�sttallation guide MUST be consua o'rnmuh'_pM connection Mails and alternatives =*EP\,SH OF Mgss40 O CHRISTOPHER O Co-, oODDEk o CIVIL m No.29566 it OP e .l -PE 4a'7 • wW�� All pmeun namasara,ademadsol me. wernve o""e,s Doug Hodgins rk Miles Inc. Geese'(2016 by Sinip n Sdeng.ce Company meALL RIGHTS RESERVED. as gisea noon on his day"ng mens applem 21 West St. sgn mine bbe r.e*edbbyy a au. :m do per or xdgn peeouna as required dr approval This deign as'mesep ego,. alp on aeenn�s le'he manutp�ois ac,Caton West Hati Hid Ma. CS SITUCtIre.2016sgewdp WrightBuildersHinekleyTrace- 9-29-16 lenliebrangnMatrri mm 1 41 555 11:58am 3 of 6 Member Data Description:CaIcB10 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria L1360 live, 0240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KM W\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9' 2.75" 31 33 Snow 'n m l 9 212 0 0 9 212 Bearings and Reactions Input Pan Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) N/A 1.500" 294# -- 2 9 2.750" Wall LVUPSL(DF/SP)End-Grain(100gsi) N/A 1.500" 294# -- Maximum Load Case Reactions u.e for applying won a,ee(Cr un,lads tarry ino ma"" Snow Dead 1 1244 170# 2 1242 170# Design spans 71000. Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 583.'# 160614 3% 4.89 Total Load D+S Shear 236.# 7265.# 3% 1.72 Total Load 0+8 TL Deflection 0.0131" 03958" L/999+ 489' Total Load D+S LL Deflection 00055" 0.2639' U999+ 489' Total Load S Control: Positive Moment DOIs: duet Sots=115% Rw1-125% Wird=l00% Manufacturer's installation guide MUST be misfiled for multi-ply connection details and alternatives 2�lc" OF M4 SS4C5- O CHRISTOPHER G N E OUOEK oCIVIL m 0 No.29566 O S wV./ T PE X43 !t,•� r _i All[Collet names are b,dsm..s Cl mer remef.e menet, Doug Hodgins CepreeQm t 92016 by Sim mnn_neommpaint.ALL R� ESERVED. rk Miles Inc. ung is defined as when the member, r gis ore meemapplie a Gann mcen.Ir0'load,LCadrng Conditions,and Spans an IPlsten The 21 West St -Pagano mug be swIeed by,Cuahlie nesse or des gn portednmrequired lar approve/ dngn,it,mes awutm ,nCn,ee[sng m the manufacturers weela call West Hatfield Ma. CS Sammie*"3116 s.1 Iam1411 WrightBuildersHinckleyTrace- 9-29-16 hnae#margine 20Iy50.1 Mamma®mm,c 1555 11:53am 4 of Member Data Description:CaICBll Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Tdb. Other Dead (Description) Side Begin End Width Start End Stan End Category Replacement Uniform(PLF) Top 0' 0.00" 15' 2.75" 0 41 live Replacement Uniform(PLF) Top 0 0.00" 15' 2.75" 108 0 Snow Point(LBS) Tap 0 5.50" 36 38 Snow I I m / 15 212 1 ° i 15 212 Bearings and Reactions Input Mn Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVL/PSL(DF/SP)End-Grain(1000psi) WA 1.500" 1179# -- 2 15 2.750" Wan LVLJPSL(DF/SP)End-Grain(1000psi) WA 1.500" 1105# -- Maximum Load Case Reactions used nor•ppi r i no point io os(or line loads)to carry m9 members Live Snow Dead 1 2# 789# 390# 2 2# 753# 352# Design spans 1311.003" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3844:# 16051:# 23% 7.34' Total Load D+S Shear 979.# 7265.# 13% 0.4' Total Load D+S TL Deflection 02680" 0.6958" L/623 7.34 Total Load D+S LL Deflection 0.1826" 0.4639" L/914 7.34' Total Load S Contra: LL Deflection DOLs: Live=100% Snow=115% Roote125% Winc6160% Manufacturer's Installation guide MUST be consulted fa mu#i-ply connection details and a#ematives 2�tP`jH OF M4SSACH 4.0 CHRISTOPHERG m F D OEK rn o o CIVIL cn No.29566 ' , /`r,. (a W�� . All;induct rernes amo,e.maasor rhe.r remawe owners Doug Hodgins pnen rcl mre by S�m�n smnoT•Cemwmi•=AU Rio a senveo. rk Miles Inc. dear mus.denhieo ase u a me mv`�:e mpoenon,bea morns mea mal nes mealsa tc _ sens„mnatl Lnads loadee w.dmon.•id Sp•nsras on mre seer.m 21 West St. .beret. •w• repo'red appo•eii This de.pn.m,m•spnn"m�naanalmn.aom g to me manmacmm,ayanncno"s West Hadfield Ma. CS sm ire 2016.5105E3 21 WrightBuildersHinckleyTrace- 9-29-16 6nBermeg1mc3>15 Ma nalsmom.P 3555 11:58am 5 of 6 Member Data Description:CalcB24 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Tdb. Other Dead (Description) Side Begin End Mtn Stan End Stan End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 6.75" 15 5 Live Replacement Uniform(PLF) Top 4' 6.75" 5 9.50" -40 -13 Live Replacement Uniform(PLF) Tap 4' 6.75" 5' 950" 0 13 Live Replacement Uniform(PLF) Top 4' 6.75" 5' 9.50" 15 5 Live Point(LBS) Top 2'10.69" 8 1393 Live Point(LBS) Top 2'10.69" 2744 0 Snow I y TI IT / 598 O 0 598 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.100" Wall LVUPSL(DF/SP) End-Grain(100046) WA 1.500" 21094 — 2 5 9.500" Wall LVUPSL(DF/SP) End-Grain(1000psi) WA 1.500" 21134 -164 Maximum Load Case Reactions Used ler applying w'nt Pada prime iPamt ie cam ing mmmem Live Snow Dead 1 424 13744 7354 2 424 13704 7434 Design spans 5 0.250' Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5241'4 1605114 32% 2.89 Total Load D+S Negative Moment 3.'4 13958.'# 0% 4.9' Total Load D+L Shear 20971 7265.4 28% 0.4' Total Load D+5 TL Deflection 00381" 0.2510" L/999+ 2.89' ....___lad D+S LL Deflection 0.0250" 0.1674" L/999+ 289' MOF ase,.. S ControlPositive Moment y4 9c` s: u Dotve=100% Snow=115% Rva1-125% Wirck160% o`er CHRISTOPHER G �� Manufacturers installation guide MUST be consulted for multi-ply connection details and aaenatbes �T m • E DUDEK i oa CIVIL m No.29566 wtt o e �, ,/ T aE ��, All Pmd"el names are eademao-s P their Pmetme^Pers Doug Hodgins wpyn2dto.2016 by almpmn sitng-Te sampan inc.ALL RIGHTS RESERVED. rk Miles Inc. mein ndmwn thised.mingamiL"'cane devg^mtePa a taws inading undnm,A and Spans lied un Pm neer.The 21 West I. reale me+beretieieee by aPaded desgne,o, agn are.".as,ev", et, pa em,mes pmdnet1nwIwnn aeen,eng m Pe mwwa,re,s �ncannns West Hatfield Ma. CSSmbaee^r 2216.5.1 032117] WrightBuildersHinckleyTrace- 9-29-16 beaeyn&eve?0157.0.2 Material Database 1555 l h58am 6 of 6 Member Data Description:CalcB26 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, 0240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Stan End Category Replacement Uniform (PLF) Top 0' 0.00" 011.00" 204 440 Live Replacement Uniform(PLF) Top 0' 0.00" 0'11.00' 788 0 Snow Replacement Uniform (PLF) Top 0'11.00" 3' 5.00" 69 395 live Replacement Uniform(PLF) Top 0 11.00" 3' 5.00' 788 0 Snow Replacement Uniform(PLF) Top 3' 5.00" 4' 0.13' 204 440 Live Replacement Uniform(PLF) Top 3' 5.00" 4' 0.13" 788 0 Snow Replacement Uniform(PLF) Top 4' 0.13" 4' 5.50" 204 440 Live Replacement Uniform(PLF) Top 4' 0.13" 4' 5.50" 788 0 Snow Replacement Uniform(PLF) Tap 4' 5.50" 5 3.00" 149 421 Uve Replacement Uniform(PLF) Top 4' 5.50" 5' 3.00" 788 0 Snow Replacement Uniform(PLF) Top 5' 3.00" 6 6.00" 143 419 Uve Replacement Uniform(PLF) Tap 5' 3.00" 6' 600" 788 0 Snow Point(LBS) Top 0' 9.50" 64 140 Uve Point(LBS) Top 3' 6.50" 84 140 Uve I I J, 1 I I 1TI it ! 660 660 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) WA 1.500' 3911# -- 2 6' 6.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) WA 1.5W 3826# — Maximum Load Case Reactions Used for appyinewi nil onesnada)to members e,line Idca ,nQ Live Snow Dead 1 497# 24222 14892 2 479# 2422# 1404# Design spans 6' 1.750' Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. P"531 OF fl.f Allowable Stress Design . ` •ci Actual Allowable Capacity Locati• 43 CHRISTOPHEQ•; Positive Moment 5953.'# 16051.# 37% 3.27 f DUDFIbta L...1e . o Shear 2902.# 7265.# 39% 0.1' 0CIVIIMa Lo.. ` l TL Deflection 0.0807" 0.3073" L1913 3.2- No 2931301s'�- LL Deflection 0.0506" 0.2049" 0999+ 325' " r• Ta- Contrd: Shear ,�� '1 T DOLS: live-1004. Snow=115% Roof-125% Winck160% `C,.� +., ► ,♦ " Manufacturers installation gunk MUST be consulted fix multi-ply connection details and alternatives F W�� All pme.ci gammen trgernagas of their+uenee omen Doug Hodgins evememoq tcera m simp®e Sionp.ne crew,'Inca ALL Ricers RESERVED.—Pasteng is deems rk Miles Inc. neap, um bn ra.�n:e me a queened designer er ease pmiee area ae.iae%"eepmmeths medee n amea�euc�`ese`a''`i,om accordngt;'Me maneni�,avem on Ons Yvan The WesH St. o &alaede ee nd on sYva West Hatfield Ma. :Tab -- - Truss Tnaa Type O1Y Or -Hinckley Terrace Florence, MA 160534548G IDPO1 :ROOF SPECIAL -23 1 Jnb Rehmn(cpSoneM ' I�UnHtlnel FORetP duct),5631 S.NO 62,2udin9Mn,NC ]fie YApr22201B MRB4 LNuaOIee Inc.Thu Sep 15084 :40 2010 Pagel IDYJSgsYCOL7sEP9C4xDbG'.WcQU-IlCeopy0GCO21MYQGF2MICndIIEGb'za2utlya'SL 044 323 I3 JA _ __. _.. 2266 22817 604 5-2-3 6913 160.0 0810 f6 z: Scab=t412 4110.12 3 fi 011l} Rs 4 • s .. 64 G ..-4--) a.. .. • M � . Wq ;2 Wi - - ,,- 915 - e - u. R. t, 524 .. 1240 2999 _....._. .—. S2-3 6413 —.. _ 10-0-0 Plate Onsets(%,V)- 120-22-150-241.84300.08L18.436,Ed9ef -- __ _ -__ LOADING IAO SPACING. 2-00 CSL DEFL In Mx) YAM Lid PLATES GNP TOLL 400 Mate GdpOOL 115 TC 015 Vbt(LL) 4.19 &13 >999 240 MT20 197144 (Roof Snow--40.0) Lumbo LOT 1./5 • BC 0.98 Vr4TL) 4.53 413 >492 IW TOOL 140 ! Rep Shea dna YES ' WR 048 HOa(TL) (L05 6 n/a Ne C • ECG) 0L tO9 CatWC2LY9RP12Wa7 (M -M) WPWILL) 0.12E8-13 >4:9 3E0 Went 99a ET 44% B LUMBER- BRACING- TOP OPCHGTOT CHORD 2s4 SPE NTOP CHORD SNgwalw JrayWO directly.0 twang. ac outline, except end verticals. WEBS 2n4 SPE Na?ot HOT WEBS I Rwa rni UlYSY aprFBOuz-z-0qc Madg. 'WEBS 'tM4 SPF not WEBS iRmv of mlapl 44 REACTIONS (lWs!ze) 10=1534MS-8(min.0.2-6).6.1507(0.6-8 (m 1.0.24) !. Max Ha210=113(1C8) Max Uplat 0--47(LC.7),6-870C 7) FORCES. (Ib)-Mara Camp/Mar.Ten.-NI Mces 250(Ib)cc law except when shown TOP CHORD 2x12121299.14-1@1215,4-14%105.12F.5.4-5-117&256 512427041477,612>10%V144.148T44&V319 SOT CHORD 8-0=3502463,e-13=35&2463.II-13415W863 WEBS 39=44/406,5-94-1704954,48O/352,2-9410611130,6.11=93&159,12-134436E292,1142-767(154 4134-174841 Dein 1)Wlna'.ASCE 7-65',100mph:TCu rO a S DCOL= IF=Mfl;Cat II;E%p B,enclosed',MWFRS(lovmse)andGC ESRnq'(2)sena;end veNcaHen and right expYW;CC MM mmbandealaws& MWFRS for reactions Shawn:Lumber OCL=1.60 Mate alp 2)TOLL:ASCE 7-05:Pn have been roc/sasv):Catc9arY II;Exp R;Partaby Exe;C=1.1 3)tb89M`ssh draw bends have beenmmgaed kr8t:<e . 4)Vile truss has been assigned for greater of on roof lute araC a 180 pal Or 2.00time%dal df aped of 40.0 para overhangs nw>mnwntm van NMrlive pads. 5)'IN Miss has been degreedf a lac batorn chat We bWomdwtmm with any Moans Js E)'Pis inrss ha been debuted Ara a it a WO a 20 Opy ah Wm&tom Raaf m an arras*Mxae rectargN38A tax by 2E41 Wide raid MMhween Me bottom chord and any Wier members 7)Provide mechanical connection Wy rtc0wns1 M Inas b Madre plate caped.Cof ode &1 lb uplandroads)10,6. 9)OW trues maeat OIn d ngh .wsMHieee erendiwef aW wasused Lode stth`nste11 and H802107 and advanced sardard 0.MfliPlt RrStrte-mpdp Yrbreeka:MWm9 heels'Reenter end extyrt JN wasused M the anWyas and Ousgn N ttiStruaa. I LOAD CASEIa) Standard • • XM iNM 4 inm i. PNESY.I'f „ OO a NO. 029 by A4 • PEG&te•"' lsxk • aSNx4440-r JM Truce Ton sType - ay Pa 'Hinckley Terrace Florence,MA --'. 1605345413G DP01 GE -ROOF SPECIAL SUPPORT 2 1 I _ _ _ '.ob Referencemq Unrvwsal Fowl Products.56313 NC 62 Buhiylm,NC 76405 Apr 22 2016 PRP 61dustned,Inc Thu Sep 1505:4961201E Page I IO:VJSgsycCL7cYPgC4xDb titAcOUAKrf .g JnaKFtsx1 wmHtl&ER3d77m6NIEOEOV S9K 2280 -..... 22-010 0.94 5-2-3 16313 8810 55; 538=1419 400112 6 6 00'12 4 T2 26 (se gra l 3 sl �4 ll 4 a4ic, ff VI 51 ST �y... 1Y..... 1 o W $T, P IP in 1 611isl SP -€11--1 14 L A^AAAWAA4 6 wee awe• 9 a yaw AAAA A.SSS � . au• a i - 27 2b 25 24 23 22 21 27 +s it +_ 16 234 - 234 1 _ _ uoa ._.. . _.... _...... - —3 _ Plan Offsets(X Y}is -3o,0ael _ _ - _. . . LOA4YNG(gab SPACING _--. 2{W CST DER_ ... n Sbc) Idea Lie Pans GRIP ICU. 4q0 Male Cop DOL I 15 IC OW WWI) -0W 15 it 180 MRO 197(144 (RM SWwrn.0) Lumber DOL 1.15 BC 004 VmI(TL) W00 15 Pr 80 TON 160 Rep Stress lna YES WB 039 Ho¢(TLI 0.03 14 nla Na BIXt. i0D Cope WWWOR'IW2027 I (MOW Weight 111 F1=4% LICOtCHORD BRACING. G CH TOP 2s4 SPE No 2 TOP CHORD 3autlurl wood sheathing directly applied or 600 oc Wens exact end cereals. ROT CHORD 2.4 SPE No 2 SOT CHORD Ria we's directly acetled or SOW ocbraced MESS 2x4 SPF Not OT1e:RS LA SPF No 2 REACTIONS. IS beard%22-04. Ilol-Max Hort 2l-120(LC6) Max UPM M uplift 100 lb or Ws alpnl(s)27.25.26,23.22,21.19,1$,17.16.14 Max BPI. M readers 250 lb 0 less at 1 nES124,26,17 except 272281(LC2).25=377(LC 2),23=304(LC 3),a=267(170 3) 21=•MLC I),19a2591Lc 3).18=2661LC 31.I6-35SLC it,14_25343C 3) FORCES. (lb).Max.Comp/Max.Ten -All bees 250 Um orlNGS ex pt when shown, TOPCHORD 2-27-27&158 PERS 4-25-33671,623--26454.1146-297196 NOTES- Deiced OTESDeiced ASCE 705.1 Wmph;T0OL=5.Opsf.RCDL=S Cyst h=24fl:Cat It Em B;enclosed:PLIERS(bwese)ard WC Ext!nor(2)zrcm:end vedda'lett and rete e,pawl:C-C M maMars ad Eaves Ai MWFfts ex matliMt show:Lunt 1 Tao W Pate cep 00L=133 211'cess designed for wed bads in the pane W the Web onry. For Wads exposed to Pend(normal the fare),see Standard lMuty Cade End Delais as applicable.or consult qualified bolding desgner as per ANSIIPI 1. 3)TOLL ASCE 7-05;PhMt_0 psi(RM roof snow).Category It Exp S:Partway JUIP-CMR 41 Unboanced Sews bt4 have beim IXMide d forced design. 5)This Puss Ws been d9Y&t for greater of rive roof the load M 180 pd.or 2.00 times tat roof load of 400 psi on overhangs Irorkmcunent with ocher lee bed 61M plates era 5x3 M120 unless ocerbe*reheated T/Gable recede SG .. B)Odd%MIASspaced at 2-08M-M1 chord bNn'9_ oc 9)This truss Ywxl R designed foe 10 0 psi Mian chord live load n...onwrrent with any other live leads. 10)'This truss an leen designed.Hr a tip Mt of 20 Opel m 6Abebom Morden all was at:me a rtebrgk 3-6-0 WI by 2LD wade win bet.te PeI4km deed and why ober mentees. I i)P,o'de mAtancar gnnection(by other)el lassie nearing Wale capable mvnmdlaMiy 100 Ib ugt al plots)27,25.26 23,22,21,19.18 17.16.14. 12)This truss ix designed in accordance with Pe 2009 bdan¢BNe Re-wiped Code sections P9)1-I l 1 and R802102 and referenced standard ANSVTPI I 13)P-emceed pishbeekd needing heels-Member ed fid4y m2'M wesus d b the amulets aed design(4 Ilea esus LOAD CASSIS) Standard A5� (II::LEY � l . W M 4 h + CRP N Co 43029 4- AiA4 epi Th.u.o.o I.,h f,h0,...ice.wan quail,“viilank-nt. floc.Julthe of le,ao.“Etrie On.wr,...m4 cella&n.p.1....unkm VE...,urver te cep yhcet pal par,...Jim....I,I.,+31 3{1411.51.Mi ..,,.,. h'''g aa. w. x 1,. a m v.Al'''.am, ma. ., N. °m a,..ay..n. r=r..... . ., I Lab .rusts —. —Nisi)Type —. tar Ply Hinckley Terrace Florence, MA _ • � • 160534548G DP02 ROOF SPECIAL :10 1 Universal Forest rtEugl.56315 NC fit,Burlington,NC --- -- - f - 7.640 Job Refr2210(adenp) 4y 221016 tuna Industries.Inc Thu Sap 1508;49452016 Page I 10:V4SgsycOL7e4PgC4 131/6 .4 4.1-FSRWrW2p@gt183FWOmrf05vyvsrwxu$,iKCeNBydS9b .6321 39'0... 144.15 ti--. 14104 24.40 2443 0-9-2 8-0-0 6415 4-55 5412 003 504=141" 4m12 54-3- , • 1$ i •" 36. 4M 92 Ma ti 4 4 0 " 8 W9 041 I . "t _ a 11 doe= le 1e 1.54 sa- 34- _. _.. __ t4+t5 24.0-0 '_.. _ 900 _&3:15 _ 9.1i _ Prete 09»6(%,V}' G:04-064-81 17:04-0,560-5124489-3-15 _ -- —. -- LOADING tog) _ _.. _— SPAC6M- 2-05 151. DCF_ N (DC) 4'009 PLATES GNP (Roof -4003 PietaGig115 3C 055 Ved(Lt) 5.15 10 >999 240 Mi20 19)1144 I SCOL 150 Lumber DI 1.15 BC 093 Vmz(L) -0.40 318 >712 180 ' BOLL 0.0 ' 1^epStress Ina YES W9 0.36 Hurz(R) 0.12 7 Ne Na BM, _i00__ CEeIRC%MA'lPf2WT ":. (M+Nx'M) WM(Ly OCE 10 >LW 360 'Weght S9lb FT=4% LUMBER. _ BRACING- I I TOP CHORD 225 SPF Not TOP CHORD SWdura wood sheathing directly applied 492-6 00 putirm. BOT CHORD 2x4 SPF No 2 BOT CHORD Ri M*ng greedy append«2-2d«bawg. WEBS 2x4 SPE No 2 WERE 1 Row Al n104 39 i REACTIONS. 0b/size) 251652435 (min 02-9),7t16551158 (min.0-2.10) Max Hdx2-82(LC 9) Max Upf1A2=87(LC 8),7-590C9) ll FORCES. (Ib)-Max.Comp Ma.Ten.-Al fumes 250(lb)or les except when sMKrt TOP CHORD 2-12e-19173304 412-3397!585.37742094341,*17 40111W.4.5-197399,59421841409,618-2540,497.15-184-2 10480. 7-15=15011154 ' BOT CHORD 11-13-'158/1569,10-13=4566115,010--456/3115.9-165:36442330,14-14-181/1209 WEBS 33-10=0255,3-9 1470904,B9-138973,49=743'191,2.11=-1246234.12134-33511186,11-t2-344.47.2-13671/450, 1-14=124783,1&16=153413 14-160425034_7-15-136 73 2 9 I NOTES- t)Wind.ASCE 7-05; OTES- 1)Wind:ASCE755;100mplyTCOL=50ys&COL=6Mt,h=24fl:Ce.IL Exp B;encased,M'OT ate grip erg C-C EMe1fa(21 zone;owl vef005-1161asp Mede :C-C 4N members end kxceaB MWFR$br(eagion apemr,lade 00.=1,60 paste grip DOL-133 I 2)TOLL:noel 7-05;Ph400 pet Mat lmfemmd:Category II;Exp B;Partially Exp.:Ct=1.1 13)Unbalanced snow loads have been considered for this detign 4)ThN truss Na been designed for greater et min rat We lmdd 16.0 psf42,00444 eat roof load 440.0 pNm ovedan9141mlmna040140:1124149 6)TMM1buss has sbeen ndepgned for forr 10.0 pg Sof 2n064 on tlWd Mndwd nt MNany where loads. 6)' this We has been embead a live load of 20.064 a the bottom chord in all aneswTrn}o rectangle 3-90 tell by 2-0-0 wk wit%1 between the bottom dtaltland any:mother members. 8)Pmsbesis designdiin acorden ethers) 2009 mMxrtgal Residential Codtoffs 50 roYaa R02.l0.7. 8) 5ixauss isnererakMac¢Mghiels the2009e1mnty modl wa used Code anelss R6W 11.1 andfthe buss- : ralaryn@detandaM ANst?PI a. '.. 9)'saln�d9a Pimldrea%s inducting nape member end nary'wail was Ysedmma awllaia and design otule wss. !, LOAD CASE(S)standard • 414 m m RE 61.33x m Na 4)029 by 4 `x79 hr- sE' $8014144£sfa JOb Trim -- !T^"'TITe - -- CI64 . 'P'y IHinckley Terrace Florence,MA I 16053454BG DP02GE (Roof Special Supported Gable 2 1 ( FA Referent*(oro I)_ 1 UnrvvnaI Forest Products.56313 NC 62.Bud,nglon.N4` 76403 Apr 222018 MewMustee Inc Thu Sep 1503484620110 Pape l ID YJSgsycOLlcYPgC4xDbGtizACQU-4342 2s2RMfyYmDoinUMSVPS?QzrfgPb'W xRveydS9F 802 14415_ 2400 249.3 0,9.2 —_.. _ 14-4-15 07-1 34-6=1417 9 84 a TS r is 7 r 5M-2 et 12 w s$ bib ETi I ST ST} asn a(4'11 Sm T� FR �i SWI, e1. rte. te 01 II_ p _TM—.ia— —H` B 64 £3 14 i6 .t aM- 20 24 24 23 22 21 19 16 12 18 >'a- we 24-08. . —. Pb1e0A5Bisfh,Y}[104-0,644[90.30,Q-0.9L{20.43110- 01_- . .,_ -_ LOADING(P50 9PACM64. __. 20-0 CSL •_.. PEEL _.. _ TOLL 400 prep Grip 0CL res it oar WARM 0.00 lb lb rth C) v 9 U� PLATES IMP (Root Snow--4003 Lumber-COI 115 i BC 0.03 VM(TL) 4)00 15 Mr 80 TOOL 1340 Flap Strew Ina YES WB 0LI9 H433(3) 000 14 Ma Ma BOLL 00 ' CAMLRCTORTTP12007 (Mew) Weigel 10810 FT=4% Bent 100 BRACING- TOP RACINGTOP CHORD 2x6 SPF r1.2 TOP CHORD S6utura)wood sheathing directly applied or 60-oc purlins. Bat CHOR02x4 SPF Not BOT CHORD Rent anew data ap4M or 104-0 FT bawg. OTHERS WA VFW? REACTIONS M Meld,24100. OM- Max Hrc#-S9LC 9) Max Upif AS uplift 1 W lb or at entts)2,21,22 23 24,234 2019.18,17,16.14 Max Gray 441 reactems 250130 Or less at pint(s)2.20.25,16 except 213330(4C 2).22312(I.0 2)234 268(LC 2),2462636.0 I). 266306(LC 21 IM366(L0 31,18=348(LC 3).17.291(LC 3.14=252(LC 12) FORCES (Ib)..Max.Comp/Mae.Ten.-M tomes 2501 lb)or len except when storm, WEBS 0216-291(65,7.22-272/18,3,26=256/81,1019(6424(78.11-18-3034899,12.17=256/88 Moms- I)Wird:ASCE 1-05;100mph.TCOL=Sgrsl,BCO1_=5006f,1=241;Cat.II;Exp B.enclosed,MWFRS(lowdse)and GC Exlaln(2)zone',end vertical left and hgMexpoped,CC Mr members and Mus 8 MWFRS M readers shown:Lumber DOLzI B0 pale grip DCA,u133 2)emus denoted for vend Rads in Sicµare of the Muss tely. For studs expeed 10 wird(earn*to the Seel)See Standard ltqustry Gable End Oat as ap$c SAe.amnsud paced bSdng deserter as pan ANSI/P11. 3)TOLL:ASCE 7-05;Phe00 psl(faI roof stow):Calegod II:Exp B',Partially Exp.;CVO 1 4)unbalanced slow loads have tem mos doled for the design. 5)11bws ha been Souped to.wearer ormin roof Ivo/owl of 16.Oust a 2GTmte'i flat mol I,adof 400;don ovmhvgs nwcpu+rem me Meer We mo. 6)All platesare 15x3 MT)unlesschoerinted 7)Gehl°regue mntinuvs bottom chord bearing 8)Gate studs apEMMAGAoc. 9)Bus Piss Mabeen edba10,0pawxa0ustoneiaad comchordent with any W6r We loans 10)-canis ansa has been designed M e limbed of 20 Oust on the bottom chord in all areas(Mere a rectangle 38L MN by 280 wide WI M between Ne bottom MW and any other lemed3(members . 12) es (Roal¢areCMfMethem) Nceame arrtgddetderMI otWMABMg 1001b dt RW(e)8.tam)referenced 26 IR It 17.16.14. 12)This buss is designed N Y rasing 1h the 2009 keema6yat Real used Code aANweand design antR802 truss 02aMRlarenmtl NeMerd AN9lTPl i. 13)'SBmirigtl plltlrMealry irrai gbe Js"Member endfwiry modal was used Pt he analyse and design bl this brsss. LOAD CASE(S) SllaMad 4 " RE CMI. U Np 43029 ' Wm' O. TEP a 40 ffGis S,pNK Ptc r)3 em n L.,6 46,66 re 63vni ewe 6(666 rem 542 es.4.6 i um thtittilltre,1 tit illaal tl”illi 1 t Wktt Mil,'Mitt tic dttl int attlAti tit',tett%it.Putittut-41,thtt4.attil i 1 I Y.Whitt 01141 Litii4MYttri vitt,.JIM.tor LI.11141110MT 1.111100,111443, ..n..)lt' r / waex +m �+ . ors 1 x+t•�=vyat 1 ....._t,. r N.rnn SM �...H , vP. 1 M-n.a ..v Job arca Tow Type "-- ''Ory ''Piv Hinckley Terrace Florence, MA '16053454BG DP03 ROOF SPECIAL 11 1 Jud Relemr.LyeonI9 :UnFwrall Forel Pmducts.,1631 8.NC 62,8uwn0lm,NC - 76x0 a Apr 222016 WAY WWI&Inc Thu Sept 568148'472016 Page 1' W YJS96yc0L7cYPgC4vDbGyM,QU-2UTHGC34MQ4PNNPUKBt115c?2uN_KPIY'INWR4y'dS E ;0_&3 _...... 84-714.0-0 1x0-0 0-9-3 8,47 5-29 600 0110 $w,W=1:355 • MB- 3 55. . . 8034 j•. ..•..ma Taw •It RI m 1 6 14 Ott 34 96- 3w-12 ayeo 3-9-7 140.0 _.. 22-0e 8-G7 _ _ _ 5-2"— 8-0-0 Robe DNee6 Q(Y)- IRO-3-90-2-21 2L N 0-213,01x1 I20-3-00-3- _. LOADING(psi SFACNG 2-00 C5. DEFL. .. :n (kc) kObl t/d- PLATES= GRIP T61L1. 400 PWeGap DOT 195 TC OW 1 Vw$LL 416 &it WIN 240 M!20 1971144 1AwfSnda*=4.0 Lumber DOL 1,15 @C 0.87 VstaL) 0.38 &11 >695 180 TCDL. 150 Hop Stress Ina YES WR 015 H0aCIL) 008 5 Na Na RCLL tli0 ' Code IRC2009/1P12(107 (Man¢-M) WNtLL) 006 8-11 >999 360 Weight 851E FT-459 I KM 10A ' LUMBER- BRACING- TOP RACINGTOP CHORD 216 SPF 2100F18E"Except TOP CHORD Sbuthrel.A sheathing directly WOW a 13-3 a Gaina. 12,2x6SPF No.2 SOT CHORD R99 oohing anYaTepyti0U m 9313 dc twang, I SOT CHORD 2x4 SPF No2 I WEBS 2x4 SPF No2 : REACTIONS, (t sirs) 2=1527C-S (mm.0.2£2 5+1525454(mAn.0--2791 Mex Ha22'S9(LC 6) I Max UpIMa,F-57(LC 8),5-83(I.0 1) FORCES. GU.Max.CanpJMax.Ten-AB bre 2O(b)or len*yea/Mew Wow TOP CHORD 2-10=2240/395,10.15=210(2334,315+9949358,34=19291382,413=29550/501.5-13-12741280 HOT CHORD 9-11-410/1996,8-11-186/1742 7b4912214,7-14m-391/2714,12-9G24421458 I WEBS 38=55/748,48-1164233,2.5=1433(223,1041a-216328,9-1@-154/651,211=763(175.5-92»1178425.1314-2961163. 514--55&333 NOTES- ' 1)Wnd.ASCE 7-05,100mpI9 TCDLa5.0ps BCOLS.Opst he2419 Cat 14 Ely S:endWe4 MWFRS(hW49*)and CC ExtePa(2)zone;aid uei (Ieftmd I nft exp ed:DCfar members and bites A MWFRSfor mocha»stow:Later WL=260 Nina gap 001-1.33 12)TCU:ASCE 7-05:8-400 paf(Dat roof snow);Categoryll;Exp D:Parbally Exp.;Cm1.1 3)Unbalanced Snow loads have been consideNtl for bila design. 4)ThN cuss hes been designed foe greater of min roof We load of 16.0 pt a 2,006mce eat roof bad of 40.0 paw ova ha gs nal arch* tMIT WMr we Naas 15)This Inmos las been designed for a 10.0 p9 bottom COIN live load nrnapnnurren with any olnnr live leads. 6)C Tns truss has been Waren fa a live bad of 20.ORO on the bottom chord in all arena where a read gle 3fie tall try 2-00 wale all a NMren the bottom tltord and any other members. 2)Pmv:pasechaweconnecord thy omens)Cl mos toml1a 1pega capable Clvntioandg 1019 urea at p'mt's)z.s. 8/The Muss a designed in accordance MNem 2003 Itxy mall was used Cade analysis 850'111.1 and 11802.102 and relamnretl standard ANSVTPl1. 9)'SemHgb pdabbreab including hells'MBmbb end IOW model was In Be analysis and design of ale mos. 1 LOAD C SE{A Standard \:it • N mPREAbr8Q. ea 4,$15TE'' p qNK ( } .. , a .>. _ ... ..,. Crit' Job Taws iimeR T1M pty ..Ply 'H Terrace FMA -- I ,16053454EG DP03GE Roof Special Supported Gable 2 1 inckley Florence, i 5 _ _ _ __ I Job Referee (optional) Unwersal Forest Produc19 5631 S.NC 62.9udig1on,NC 7690E Apr 222016 Miro industnee Inc Thep 15 O 2015 Pagel ID;YASgsyoal MYPgCA DbGL2AcOU-WgtfYa kCG X gXL Sm)OwddrXDBJL8 HOI,WVdSSD -033. 84T _. .. 22410 22910 093 8.97 1539 09,10 Sefi male .5 :5 6 Pi e7 60113 A 25 q. 9 T f0 21 Tt' Il" ` R a )TI ET Wrt a- 652 MI2 A11 t] m rMti AA rte V IF A -Ani py.w11:rays S lti A1Ir®be.4E0r10arAp Ap�'rAA 1 E 411 S AC 3a_ 21 22 21 20 19 Ib Ir 13 N 14 2n9- �. .—...... . _ 2200 - - 22500 Plate OlKetsj%2 (6:0.M10.088j„ LOADING psflSPALMCs 21.-0 C91 OM N 4bc) AMR MO I PLATES GRIP TCU. 400 MaleGpCOL 115 TG 007 VS) -000 13 Mr 180 M120 197/139 abof Snagew4001 Lumber COL 115 BC 006 Vert(TL) -0.00 13 Nr 80 TCLY, 150Pep Stress Ince YES WB 006 Nora) 000 12 Na Na BCLL (10' Mode IRC20091TP12007 (Mate) Weight%115 FT=4°b BCA 100 i_ BRACING- TOP CHORD 2x6 SPF No 2 TOP CHORD Structural wood sbeauiing deadly embed or 62020 oc porins. BOT CJ-CRO 2s4 SPE No 2 BOT CHORD Rgkl cetlodPoily appast or 100.0 cc brea:g. OTHERS 2x4 SPF Pial REACTIONS. All bearinds 22-0-0. iib)-Max Hoz2r45 LC el Max Ip40 411 ops)10061 or leu al pings)2 21.22 23.19 16.17 15.11,12 Max Gray Al reacbong 250 lb or less al pint(s)2115 except 2=273(LC 1)21=36I4LC 2)2243161LC 2).23=3811LC 2).19327(LC 3),185303(LC 3),I?a274(LC 3).14.398110 3) 12a292(LC 1) FORCES. (Ib).Max Comp 1Iax.fen.-NI klms 2596b)or less except when shown. WENS 5-215-323/81.d 225728283,1323=304/108.7-191.287165,&18=-264177,II-142 32/105 NOtE& I)Wed.ASCE MOM l®mph:TCDL-50pst B0DL=5 Opel t=2411.Cat.II;EM B:enclosed.MWFRS(kw-se)and C-C Exlened2)zone:end vertwl left and right exposed GM famembers and loran& MINERS M reactions Shown Lumber 001.91 60 Male grip DONT 33 2)Trays desbned for wind loads into plarne be to OUSE only. For studs expc edla wind(normalbfie lamb see Mandate)Industry Gabe End Cowls as Apices ie,or consult V.elded bt4 no desgna as cel AN5VTPI 1. 3)10I:ASPS 7-05;PP2400 psi(pat roof snow):Category II,Exp B.Racially Exp.;Cl.1 4)Unbalanced arcw loads have been considered for mU design. 5)TIF Russ has been designed greater of nun roof live load a1160 psf or .CO2times fat roof load of400psl on overhangs mnrcrcunant with other We RaS. MAI pM able requites eS 5x3 ones'un4os m torwibflnngmdra4H. 8)Gable suds spaced at.00 cc b1Op bddnny. 9)T1LON Inas has been desryped for a to 0 psf bottom dog Pre Mad nancoroment)mth any Mer Wmioads. lo)'TFv miss nas been designed too a rive pod o120 Opel on the Ignan chord in all areas wte.e a rectangle.3-6-0 all by 200 wide will nt between Me bonen) haw and any other members. 111Pmelde mechanical antcSon by Mwa1 eawss abeam,/plate caput ofwitwgasry 1041Ibua11a11am1(s12.21.2223,19i 1817,15.14.12. 12)SNebd paha slam reamed 10 pro'adelad beatlg ort cew-v vers tivd al Fmys)2,12. 13)ms truss is designed in accedence with 11.52009 Carnation/6 Residential Code sectors 8502111 and R802.10.2 and referenced standard ANSIIPI 1 14aBer wrgid piNWreaks lncludmg leers'Member end 6xdy model was used in the analysis and design of this Cuss. LOAD CAWS)Behead jam\ /y9 T i r 0. YJ29pOWN w0 • • `-G/STERE 4' ......,,,, rafri•AieJ ry,tavrei Nem mamma Mom Mall to a nza ma fLo.ain Nal ma Lama.,m mob mien mann],a mak IN.M.1nm haaM Lee p Lannommanan Lealn na Ln nolo Mao! Primate ) e omr. o. .ria . ees polio, o ....... .. e, �. L.13( onm Imm, ea es \ice