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HomeMy WebLinkAbout3685-3695 Lewis StreetTo& l 303-59-M j i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NZF 7 13 2 Inspection Type: ig Job Address: -36 17-5- Lew 5 5,7' Permit Number: _�Lo/d oo l q 7 ❑ No one available for inspection: me 10 AM/PM Re -Inspection required: Yes CNo )' When corrections have been made, call for re -inspection at 303-234-5933 �j-' 916119 - Date: Inspector: / IT DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:3/0 F- Mg 21103 FFR A/8- Job Address: -3 (y?" Permit umber: gD/,qOngg-q ❑ No one available for inspection: ime UI Y "% AM/PM Re -Inspection required: Yes N *Whencorre tions have been made, call for re -inspection at 303-234-5933 Date: 7 / d Inspector: YhT /- DO NOT REMOVE THIS NOTICE M i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: q19 6 F_E`yD� FLU3`10 E MK Job Address:3 �s} L eo` l S S f Permit Number: 20&(j�� /q Z ❑ No one available for insoYes ion: Time AM/PM Re -Inspection required: No When corrections have been made, call for re -inspection at 303-234-5933 LL Date: U l Inspector: i`!!T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE - Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: yD F Ek /V/910 E�d Job Address: 36166— 1-et�„_� Sf Permit Number: �0/600q521 ❑ No one available for insp tion: Time/� AM/PM Re -Inspection required:es No When corrections have been made, call for re -inspection at 303-234-5933 Date: / —Inspector:�irT DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T7«� ! Zc,,o f::7 Job Address: ?C.0f35 u -i -o t S S -T Permit Number: 2 C5, t I Oy 45 ❑ No one available for inspection: Time Lat AMA 1 Re -Inspection required No When corrections have been made, call for re -inspection at 303-234-5933 Date: `7.31.1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspectl6n Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T-1 r)C -i M F C 0 Job Address: 3(eq5 Lew t S Permit Number: 2"b 1 S' CXD 14-7 ❑ No one available for inspection: Time IU; Y/,PM Re -Inspection required: Ye ,4 Ng--`". When corrections have been made, call for re -inspection at 303-234-5933 Date: _7 , 31 ' 1 '� Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE G Building Inspectior`Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �F, v-�c. ( _kDl U 0 IQ . Job Address: �3&Q5 L,Q,LA) t� !E;rl Permit Number: 2066- 7 14-1 ❑ No one available for inspection: TEr eV Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: :rx DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �F-1 via 1 '2 0c) 6 -- Job Address: Gael S lo,tA-> t S 'S T Permit Number: 2ca f -9 (xt� 14-7 0 ❑ No one available for inspection: Time U' 4 AM/PM Re -Inspection required: Yes No? When corrections have been made;—caii for re -inspection at 303-234-5933 Date: `7.3) • / $ Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Q[(J6 -Ftvlal Job Address: ZCA 5 LUA-) L S Permit Number: OC iW (K_ 0-_] ❑ No one available for inspectioq�_T.ime A%.` AM/ M Re -Inspection required: Y No When corrections have been m e,- call for re -inspection at 303-234-5933 Date: -7 - -31 - I Inspector: DO NOT REMOVE THIS NOTICE Ton y -303 - 99- gbo,3 i CITY OF WHEAT RIDGE J Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y03 FEf� Job Address: 36Y5- L e w: 5 51 Permit Number: �ha/,0100/ X17 ❑ No one available for inspection: Time ��o AM/PM Re -Inspection required: des No When corrections have been made, call for re -inspection at 303-234-5933 Date: % / l / Inspector: f�-Tll DO NOT REMOVE THIS NOTICE ad o `CITY OF WHEAT RIDGE Building Inspection division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSP�CTION NOTICE Inspection Type: Job Address: iyGlS ,� t S Permit Number: ;2(2_j)e2- CX2lqj M ❑ No one available for inspection: Time q., 3_:�- Xajpm Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date:---), lei .1 b Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�- Job Address: Permit Number: 07�.D! ce �D �D 14 S `{ ❑ No one available for inspection: Time t" "TPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: '4I 90-1� k '� lnspecta��� i � 4 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3-) Job Address: -3 z Permit Number: Q <3 13 ❑ No one available for inspection: Time (Lot 30 (I /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: `11 `�1 I Inspect ti :i_ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3)(_ - Job Address: R C,9 7 Permit Number: ,-) ) <,-, -(�) U ) _� - 6 V _,. ❑ No one available for inspection: Time 11,JT O)PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303 -234 - Date: LO D-\ ,116 Inspector: .,:_- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3) A '�' - PLuhVz R, s Job Address: 3 t, 9 -' Lc-,, _�,-. Permit Number: 07C))<6 -Dy (L► 74- ❑ No one available for ins' tion: Time Re -Inspection required: a No When corrections have been made, call for re -inspection at 303-234-5933 Date: A l -;L +i ) ,-6 Inspectorc__T'a,.,.__ I Cu"R DO NOT REMOVE THIS NOTICE L4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 5 - Permit Number: @,D)% 0 O ) y -�L_ 4 ❑ No one available for inspection: Time AV/PM Re -Inspection required: Yes (No/1 When corrections have been made, call for re -inspection at 303-234-5933 Date:_4 1,9'+!) '6 Inspecto221 = DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 2 E i' - Job Address: 3(r-, -6 5 S 5�- Permit Number: J% � -ot 4 <3,14 ❑ No one available for inspection: Time IE i /PM Re -Inspection required: Yes �Lo) When corrections have been made, call for re -inspection at 303-234-5933 Date: k1 I ai1)1 -1 lnspectoa�_` 1 1--0 1 DO NOT REMOVE THIS NOTICE 1o_ )z whq i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 Z C, c� • I Job Address: (_. 9 (7- <4 - Permit Number: 6 Q� J ► y `}- ❑ No one available for inspection: Time�I/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: S 3 Inspector;'lf�--T- DO NOT REMOVE THIS NOTICE 9 i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 395 -2/1 SL410+,'6et Job Address: 3605 L e�,s S� , Permit Number: 201000yS4 .W011 r, ❑ No one available for inspection: Time I U; ►VA Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: q% �1 %,//0 Inspector:_ bare_ Lovve7r DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30 S - Tn $u1 16n Job Address: 36q5 L-ewl S - f, Permit Number: 701800/q,7 ❑ No one available for inspection: Time 1 (IS PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: q/? %/ (0 Inspector: hW t avia%t DO NOT REMOVE THIS NOTICE 36�5)Y05 LEwiS' ST <0> 68�- l.fwl f ST CRe:WA 3695 Lewis wall insulation Date: April 24`h, 2018 ARCHITECTS Zai grDN S 9 Zo I goo I q"1 Jonathon Warner, AIA LEED AP 385 Broadway, Suite 200 Boulder, CO 80305 t. 720.644.6699 Jon4CWAarch.com This letter is provided at the request of the General Contractor to provide clarification regarding the wall insulation at the main level for a fire mitigation remodel at 3695 Lewis St., Wheatridge Colorado. The design R -Value of the wall assembly specified is R-19. The required R -Value was based on a `mass wall' prescriptive wall insulation (R -I 7), which was discussed during a meeting at the Wheatridge Building Department on January 291h between myself, Michael Lively (CWA), Dan Schultz (Wheatridge Assistant Building Official) and Michael Theisen (Wheatridge Plans Examiner). It was agreed in this meeting that the prescriptive requirement of a `mass wall' would be acceptable. The design R -Value of R-19 for this project is insignificantly less than the prescriptive value of R-20 that would be called for in a new construction project with a brick veneer wall, where deeper wall studs or spray foam insulation would be specified. Note that the design value of all the other exterior perimeter walls exceeds the prescriptive wall assembly requirements (see Exterior Basement and Insulated Exterior wall types on Wall Legend). Our approach was to work with the existing construction in the most efficient manner that would meet the goals of the IRC Energy Efficiency Section of the Code. The design R -Value exhibited on Sheet A1.1 on the Wall Legend (see attached) is derived from individual wall component R -Values from the web Ni� y.org' (see attached). uHnv DorEuoPwEr+rr APPC09MDMOM OC O,Q Navin A" CO JONATHOri B. � LathonWarner, AIA, LEED AP �ti`,"," BIER - �'�sx eta 8 40043 PI Examiner Date ems' aw ccl-permitorayawWcloh--c*-Nv s wdwq- not6eaoennit/o,,orgoswovwotarq.vlofotarto - ,C� r w�IMe Mu�eEuYdiigcodeor4yowor-N+wires P-6 r �esr-iy es�Iee rP+o rrobre dcoacer nie Provmm Gift ituMl� coeMsa+a►w olthe un s>a�eor erwed. why g�dfl� �,�ngpi�t►BWn 385 1lroadv-ay, SmIc `00 ♦ 1imIl or ('080305 ♦ 10720.044_0o99 (1)303.835,4540 WWW.CREATIVEWESTARCHITE0TS.00M From Sheet A1.1 )NALL LEGEND ' �� EXTERIOR (E) GONG, FND. MALL (R-0.64) ^--- — H I" RIC71P INSULATION (R-5) i7a, ,�i_Y�: 'f tiY'i��Y iYi fs��: i (N) 2x4 STUD WALL R-20 (R-ta REO,) "ATT INSULATION (R-13) (N) )�" GVO (8-0.45) IN51DE AIR FILM (R-0.66) Q-:.2 (R-20 ¢EtUJ I i R-14 (R-17 REQ.) (F) 2x4 5TUD WALL (N) Y2" GYO EACH 51DE 31 INSULATED EXTERIOR OUTSIDE AIR FILM (R -0.I7) (E.) 2x4 STUD WALL (N) Y2" 6M (R-0.45) A(N) V, GAB (R -O - Z)) I"10&0149i 0010N (R-5) (GARAGE SIDE) IN51DE AIR FILM (R -0b8) BASEMENT BAn4ROOM (E) GONG. FHD. WALL (N) Ixl NAILERS AND I` RIGID INSULATION, R-5 (rU Y2" GEMENT BOARD (N) %" TILE EXIST, EXMQs MAIN LEYL OUTSIDE AIR FILM (R-0.11) (E) BRICK (R,0.6) I" AIR SPACE (R-1) (E) )5" EXT. SHEATHING (R-0.63) (E) 2x4 STUD WALL (N) INSULATION (R-15) (N) J�" 6W8 (R-0.45) INSIDE AIR FILM (R-0:68) I -HR RATED PARTITION 2x4 STUD WALL %" TYPE 'X' 6WB EACH SIDE rvw o1 "Theo% Rid90 Bvd6 tn9 V;410100 N o co T C O 3 r: L a oT G U (nn = c co a) ns (6 a•; t: O) C •� � �j C 4) O.� U 4 N ui Y C co U U O G O 3 •� � (D cn ° ,i(6 cu `' 0 0 0 a) O6 c 0 3 O c O v�— O U co m L ti @ 3w ° O 2 o v- co 0 CU o Co .La i I- O co 00 Lf) OD cl. � d,a) co am)rn 0 �- O _ M O +_" O O �.c o It (OLO c aUi 3-c o oC •_ co 3 0 Q a) @ .Q 2 x O (D O L L U OHO O h w =:O , 5 M O C O aS Y W coo a) .c E ` CD ° � : co m O— O O 2 r -w G O N O X N U U>, T O o 7 C O O N c6 O C� C U NC oO G: •� Q3 - -2 a) o cn 5 0 y w L a- II a) a)0 U U O Q L N O +. O O O c� G C 70 Ea) r/� >NO CCoT mC 0 O 65 �C >E U a) .0 'm� m . O O o ) an ov o o oN n — Q IL ES T 0) L- W L 2 .N 3 O k p to N O— \ I I L (6 a) L t�Oj y 'nJ t=3 O> �cc C •'oo_ f 6 N 16 00 O G L E -- co 'O st G r N O .t. -I CO '- Q Q L _? 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U o LL = ow o; wheat Rid9® Buiidin9IDWisi I� f� O M O O O W O cc O O OO I�r 'IT O LO 'IT O O LO't O r— O Cl) O O N 00 O W (O O LO O O M O (V M N .- It 'IT O fl- CF) O — O O O O N (D 0) CO V O N OO Cl) N N M O � O C N N N R �' H U C77 '6 N O N CL _ _ RS t0 L Cco ? n ` m M a> a) m (6 Y m =— O !n Qt U p U U U bo J C 00 ad+ O O L O E O cu ++ 5 N N (U rn co d m d m cl O � - C O m v g p LL o ca (v v� C rn .� co (n rn N E 7 3 N= LL L Q1 tm m a � Q O al N (0 (� (n (6 L (o (6 L (0 m 7 :-. C O y O .- C O N io 3 G> d Lo C co `. �' Lo L co CL i i O a C 7 M M m c o Co C', v 2 U I w Q�� in 0 v li F Cil`/ of wheal 5tid9e swi inn �iVySlOn _M M I- I- N Ln O M In O li O U') N M N M O N O I- - N Cl) O M O r- M Ln 00 r Ln N r O O r O O Ln r - (D O 00 (D O I- O O O N C_ M m Cl) O U O coco L N W 0 3 aNi ch O O - c c N E E U) LL OO 76 co � in w N y r r Ln -o E E LLI O -O c '0 N C c O 0) O U 3 O �) x 3_ o c a -oa c n coo a 3 3 L 0) c_ a J N O N O O (6 (0 -_ (n "_ 0 O N O a O 00 - O N N =- M y a co O 0 = L)❑ ❑ O' N 0) U >(B ` vii N VO) - 1 -� O `o oM -0 a .o N m� E m 9 LL ° 0 .c a o 3 3 3 a o o cn U) w o iv .c 6 Q 0 o cn a= w a 4 City of wheat Rid9O guildin9 Division i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (803) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: &6_11111c rale f Job Address: -36,75- Le► ,'.S _ I, Permit Number: 2010120 W, 7 ❑ No one available for inspection: Time '7 ,D0 ,� /PM Re -Inspection required: Yes IVo When corrections have been made, call for re -inspection at 303-234-5933 Date:_9/,0% 10 Inspector: bd nir, Lc&C- t DO NOT REMOVE THIS NOTICE E i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �_�� Job Address: 3605 Let--iS S'f, Permit Number: 2d jt 00 q `7 iq .1 J'A r(')4 �Dn rr)VIOJ ❑ No one available for inspection: Time CP 61U /AM/PM Re -Inspection required: Yes CN �L- When corrections have been made, call for re -inspection at 303-234-5933 Date: '1 70 ) 0 Inspector: harr, Lay& DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time It l (A/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:_9 InspectorE- DO NOT REMOVE THIS NOTICE I Z. 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 1"1 S Permit Number: v) re J tii 3 r ❑ No one available for inspection: Time A PM Re -Inspection required: Yes o When corrections have been made, can or re -inspection at 303 -234- Date: - 03 -234 -Date: "s) I Inspector DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Remodel PERMIT - 201800454 PERMIT NO: 201800454 ISSUED: 02/16/2018 JOB ADDRESS: 3685 Lewis ST EXPIRES: 02/16/2019 JOB DESCRIPTION: Fire restoration, paint interior of home, new smoke detector, new attic insulation, new garage trusses and drywall - 1,800 sq ft total *** CONTACTS *** OWNER (303)594-3671 FLEMING WILLIAM S *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 16,000.00 FEES Total Valuation 0.00 Plan Review Fee 194.61 Use Tax 336.00 Permit Fee 299.40 ** TOTAL ** 830.01 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. /l I, by my sl 'duitu e, do hereby/attkst that he ,work to be performed shall comply with all accompanying approved plans and specifications, applicable hiuild ng codes, acid all appli&bli municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal ow ? er of the proporty and atm authorized to obtain this permit and perform the work described and approved in conjunction with this pe it. I f her attest that I am leg 1 y authorized to include all entities named within this document as parties to the work to be per�forme � and,�that all workbfo be per med is lisclosed in this document d/or its' accompanying approved plans and specifications. SiW gnature oV OWNER/`or CONTRAC R-TCircle one) l Dke 1 This Vcmit was i ued based on the inf rmation provided in the permit application and accompanying plans and specifications and is sub eothe c pliance with those do uments, and all applicable statutes, ordinances, regulations, policies and procedures. 2, Thismit all expire 365 days AfterAhe date of issuance regardless of activity. Requests for extension must be made in writing and red tved prior to the date of expir�tiop. An extension of no more than 180 days made be granted at the discretion of the Chief Building Oficial and may be subject to a &e equal to one-half of the originalpermit fee. 3. If this permit expires, a new pernuYmay be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4. No work of an manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proce d or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or -granting of a rmit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable t odeor an ardor a or regulation of this jurisdiction. Approval of work is subject to field inspection. X�lM Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY s , City of Whit l �'-ddC COMMUNITY DEV£L©PM ENT FOR OFFICE USE ONLY V�// Date: / 91 Plan/Permit # Budding &Inspection Services Division vvyr vNJiV V 75070 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee:� Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(cDci.wheatridge.co.us Building Permit Application '** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3�e,5 L-eu-)SS STOee7— Property Owner (please print): W ' 1110 m FI -e&7 /r7a Phone:_'z3 - 5_qq- 3(,,-7 / Property Owner Email: Mailing Address: (if different than property address) Address: (1 fo5 Sw Le y Oce e, City, State, zip: ke��d C )OWJO 90a IS (i4 rchitectIngineer: re i�oe 1AQ C_ Arch itect/EngineerE-mail:Iq_awGgrck .Cora! Phone: -7a0 &Ljg_loingi�i X � Contractor: J%VV\ Bleck C0n,5h-,Jci'an 303 -54 S-g�y Contractors City License M o90A `15 Phone: 303 - LPS -e -7 10 Contractor E-mail Address: JG�u r►� p�c t) ��h b�aO�C a rtSi �vG�lan .0601 For Plan Review Questions & Comments (please print): CONTACT NAME (please print): J' o% Cr j vvj P Phone: CONTACT EMAIL(please print): J Cy ,nip c7 J, �1 r��aL� cOnS� �ucrOn • Corte Sub Contractors: Electrical: Cho, Ce �IC&r, C W.R. City License # O fo q �- Other City Licensed Sub: City License # City License # Plumbing: LeAko+r" W.R. City License # 0(I D0 4 ( Other City Licensed Sub: Mechanical: 141 Iq W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL - A RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT EI -ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT LJ -OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) ��(_a � d �c"" j � hom tf e Pj�d �G. t J e , Ne UJ GJ m 0 r� deiedd(( C. If'J 0V) KO UJ Saar'Tru SPS t arYUrlJ Sq. Ft/LF (8004 Btu's g o I Le r Gallons Amps rla5 Squares TbTF}1101 ani &,Jdtkx� `(3? Other 11 LJ C) Project Value: (Contract value or the cost of all materials and labor ( included in the entire project) $ _1M6kDect (Y\e)o,ldvs perw,o� Jam( 3(? C5 (eLJ, s 5����f-, - Doi OVb'NER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants; easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided ------ CIRCLE ONE: (OWNER) CON CTOR) or O ED REPRESENTATIVE) f (OWNER) (CONTRACTOR) Signature (first and last name): DATE: 00 `U? - LQ) DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION. Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: Building Division Valuation: $ City of Wheat Ridge ( 4011- Residential Remodel PERMIT - 201800147 PERMIT NO: 201800147 ISSUED: 02/16/2018 JOB ADDRESS: 3695 Lewis ST EXPIRES: 02/16/2019 JOB DESCRIPTION: Fire restoration, framing, plumbing, electrical 200 amps, insulation, drywall, cabinets, windows and doors - 1,800 sq ft total *** CONTACTS *** OWNER (303)594-3671 WILLIAM FLEMING NANCY FLEMING GC (303)452-8710 Jim Black 020245 Jim Black Construction, Inc SUB (303)430-7200 Robert Grassia 018310 Choice Electric Corp. SUB (303)429-5118 Russell Wick 090046 Lakota Plumbing Inc *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 232,000.00 FEES Total Valuation 0.00 Plan Review Fee 1,289.24 Use Tax 4,872.00 Permit Fee 1,983.45 ** TOTAL ** 8,144.69 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. t I, byy m V gMature, do ere y attest that the work to be performed shall comply with all accompanying approved plans and specifications, applica�Ie building codes, M all ap icfable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legayowner ofkhe pfoperty an am authorized to obtain this permit and perform the work described and approved in conjunction with this pper&nit. I further attesf�.t�} that I am ,1. ally ar6tjrzed to include all entities named within this document as parties to the work to be perfonned'and that all work to be per orm�,d'is Oi'sclosed in this documenhand/or its, accompanying approved plans and specifications. -/6 -/,1 Sign ure of ONNEi or COY" TRA�TOR (Circle one) ate I . hid` permit i sued based 6n theJnformation provided in the permit application and accompanying plans and specifications and is 21Tuisepenrift the co pliance wit thos documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. s aalll expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and ived pr�i r to the date of expi aEion. An extension of no more than 180 days made be granted at the discretion of the Chief Budding OfficiaUifd may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, anew permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offcial and is not guaranteed. 4. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proud or conceal work without written approval of such work from the Building and Inspection Services Division. 1 6. The issuance orpfant gg of a rmit shall not be construed to be a permit for or an approval of, any violation of any provision of any applicablerodeo anc#7dir1 regulation of this jurisdiction. Approval of work is subject to Held inspection. M Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge - Residential Remodel PERMIT - 201800147 �s r; PERMIT NO: 201800147 ISSUED: 02/16/2018 JOB ADDRESS: 3695 Lewis ST EXPIRES: 02/16/2019 JOB DESCRIPTION: Fire restoration, framing, plumbing, electrical 200 amps, insulation, drywall, cabinets, windows and doors - 1,800 sq ft total t I, byy m V gMature, do ere y attest that the work to be performed shall comply with all accompanying approved plans and specifications, applica�Ie building codes, M all ap icfable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legayowner ofkhe pfoperty an am authorized to obtain this permit and perform the work described and approved in conjunction with this pper&nit. I further attesf�.t�} that I am ,1. ally ar6tjrzed to include all entities named within this document as parties to the work to be perfonned'and that all work to be per orm�,d'is Oi'sclosed in this documenhand/or its, accompanying approved plans and specifications. -/6 -/,1 Sign ure of ONNEi or COY" TRA�TOR (Circle one) ate I . hid` permit i sued based 6n theJnformation provided in the permit application and accompanying plans and specifications and is 21Tuisepenrift the co pliance wit thos documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. s aalll expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and ived pr�i r to the date of expi aEion. An extension of no more than 180 days made be granted at the discretion of the Chief Budding OfficiaUifd may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, anew permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offcial and is not guaranteed. 4. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proud or conceal work without written approval of such work from the Building and Inspection Services Division. 1 6. The issuance orpfant gg of a rmit shall not be construed to be a permit for or an approval of, any violation of any provision of any applicablerodeo anc#7dir1 regulation of this jurisdiction. Approval of work is subject to Held inspection. M Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. FOR OFFICE USE ONLY City of Date: /���/ % W h6at J4,jcjprcR E C E I V E D tihl I I YDI VT I (V&A UN i7*�<7� JAN 1 6 2019 Plan1permil # Building & Inspection Services Division 1 '4 0 / 9 () 0 /(_ _� 7500 W 29h Ave., Wheat Ridge, CO 80033 Per Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Building Permit Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: jbcJ5 Lei,it. Property Owner (please print): Wllk(Ary) F1 e 1y) , "I Phone: 3�'­'- - `5_`f-4 - 3 4, 7 1 ki Property Owner Email; Mailing Address: (if different than property address) Address: _i-'(kjLev 6f(ee+ Com, State, Zip: 14- inq E Architect/Engineer E-mail: Phone: -303 73 1 - 010 Contractor., J i Contractors City License 9:Phone: 30L462 -611D Contractor E-mail Address: J (-(-u C flow') 0 C 01"V1 Sub Contractors: Electrical: 64 t'�Le4fKIC W.R. City License # 6 s P(Tf t- i q w-asiek Z)(C61 Other City Licensed Sub: City License # Plumbing: j -,a L'j a Pt V'VI (16 W.R. City License # c(i b(, jk;�, Other City Licensed Sub: City License # Mechanical: (41� WR City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL '@J RESIDENTIAL Description of work; (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING HRESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEM 7 OTHER (Describe) �� 5 E � ) mt)de (For ALL projects, please provide a detalled description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) ; a +rr:k. heti F1u�A�tti5 � C..!# Ttut�1������ I�� y tri } � � c t�l�i+�C��S 'tf+I •• ht�isctw � � � . Sq. Ft./LF _ 140"1" Btu's Amps Uk' _ Squares ire Gallons } tither Project Value: (Contract value or the cost f aall materials and labor incI ded in the entire project) M OAVNER/ONTRACIORSIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby ce y hat tlac setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules of regulations of the City of Wheat Ridge or covenants, casements or restrictions of record; that all measurement.,; shown and allcgations made are accurate; that 1 have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any pennit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. C7XCiLF0Ar--,- (OHINER) COA'TRdlTQX ur (WTHORI2'"RBPRX•S 11'TATIt j of (OWNER) (CONTRACTOR) ERIN — NARtEt'+.? tfVLe3 � � f" e ') SIGNATURE: ZONING GOtvtMMENTS: Reviewer BUILDING DEPARTMENT COMMENTS: Reviewer PUBLIC WORKS COMMENTS Reviewer Fire Department ❑ Received 0 Not Required VVater District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DATE: OCCUPANCYCLASStFICATION- ____ TYPE OF CONSTRUCTION,, o �� SPRINKLERED— OCGUPANT LOAD Building Division Valuation: $ Wh6at City of �lc COibtMUI° DEVELOPMENT SUB -CONTRACTOR AITTHOIdIZATION FORM ;Project Address: 3(,q Leu.)1S 6icee+ Permit #: General Contractor:_ , ) I M 6�aC L 0,144,) J - o, I Electrical Contractor �( Company Name: Choice Electric phone #: 303-430-7200 State License #: 2404 Master #: 2657 u.� _ 10-24-17 Signat e of Authorized Agent _ Date I Plumbing Contractor I Company Name: L41a !-, Al,-, -X '1 � Phone 4: A),�- Yz j Ssl� State License #: l,00.2 J Y % Master Wheat Rid e License #: O ;G y6 ignature of Authorized Agent Date I Mechanical Contractor Company Name: Wheat Ridge License #: Signature of Authorized Agent Phone: Date *This application must be signed by each sub -contractor confirming the same. JIM BLACK CoftTRUCTtON - - PROPOSAL 12279 Pennsylvania Street Thornton, CO 80241 1 (303) 452-8710 1 Fax: (303) 450-0626 aaragon@jimblackconstruction.com GENERAL CONTRACTOR & RESTORATION SPECIALIST PRO�:T./ Ot t ITTEJ� TO, r ("Owner") .� �n Lc,��t .S iF1P.n STR% 6-67 �tlu �t� {�� JOB LOCATION: CITY ST TE AND ZIP CODE �t t,tJt- Si'1-t'2 C <J t GQI0)C' SU IS PHONE: DATE: -36 30 ..g3a_gy0 Jv/y to aQ�7 We ("Contractor") hereby propose to furnish the materials and labor necessary to complete the work set forth in the estimate described below, attached hereto, and incorporated herein by reference (the "Scope of Work"): pe -r- Jim �fGc� �U, �u rcuc'1 �5! �mCiTt apP rcved y ( �, .� �ur ��,, J ��s v�C� � c � �o �► pa �� Y /-o (1 �� ply fc f l� � recaps ,,d v, wo, k dve fo rtQe . 4t4 adds ions l f+re re 4de6 �u,,� is f"Ae res ons,, bt 11j 0 4�,e 1tjSVVaVtCe 0--ld U)m ip"- e�.djej a's C' Suppleme,. fo -AI1 (bq- rac� JIM BLACK CONSTRUCTio'�' ��� PUTTING IT BACK TOGETHER 12279 Pennsylvania Street I Thornton, CO 80241 ( (303) 452-8710 1 Fax: (303) 450-0626 1 aaraeonC?Iiimblackconstruction cont WORK AUTHORIZATION and DIRECTION TO PAY M l►9E:] INSURED bl ReAkii 1 ADDRESS CITY bct keaood STATE/ZIP 0010"Edo eoal - TELEPHONE�3_. ALT ADDRESS a e� INSURANCE CO. ADJUSTER DATE OF LOSS CAUSE OF LOSS .3485-34,65 Lewis s l te d 'edTiq4- a r fj V r(I *I Cc 0-7-03--17 ALT PHONE 303 jL3� _ Lj4(, We/I, W 110 0 4\ a �e iy the above named insured and/or owner ("Owner"), hereby authorize Jim Black Construction, Inc. ("Contra or"), to perform the emergency services and to complete all repairs to the property located at the above address as authorized by Owner and/or the above named insurance company ("Insurance Company") relating to the loss or insurance claim (the "Work"). This Work Authorization and Direction to Pay and Contractor's performance of the Work are governed solely by Contractor's Terms and Conditions (attached to and made part of this Work Authorization and Direction to Pay) (the "Terms and Conditions"). In accordance with the Terms and Conditions, Owner hereby agrees to pay and be responsible for all amounts owing to Contractor for the Work. AUTHORIZED BY APPROVED BY INSURED /!� d 7 INSURED CONTRACTOR Q l/ Ob _/ i-7 mm WI�R MiTek' MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 17-668 JBC, 3695 Lewis St The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by High Plateau Truss. Pages or sheets covered by this seal: I31340917 thru 131340938 My license renewal date for the state of Colorado is October 31, 2019. `., Fox, Steve October 12,2017 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply JBC, 3695 Lewis St TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E 131340917 17-668 A01 Common 12 1 Max Horz 2=-159(LC 9) Max Uplift2=-490(LC 4), 11=-524(LC 5), 8=-294(LC 5) Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 2-0-0 6-2-2 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:01 2017 Page 1 I D:NkNLKXC4LgOdmuj?Bo5FERyUC31-d8exIX2U?526yKBbA2VTch5eRRmPkU WgGorHiNyUB98 5-2-5 5-2-5 4.00 12 4x6 = 5 5-2-5 5-2-5 6-2-2 2-0-0 Scale= 1:61.0 I I Iu 3x4 — 5x8 = 4x10 = 7x8 2x4 II 8-1-15 8-4-13 5-11-8 4-5-2 6-2-2 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code IRC2015ITP12014 CSI. TC 0.44 BC 0.50 WB 0.87 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.10 12-13 >999 240 Vert(CT) -0.22 12-13 >999 180 Horz(CT) 0.03 11 n/a n/a PLATES GRIP MT20 169/123 Weight: 116 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 WW Stud WEBS 1 Row at midpt 4-12 REACTIONS. (Ib/size) 2=1153/0-3-8,11=2073/0-3-8,8=396/0-3-8 Max Horz 2=-159(LC 9) Max Uplift2=-490(LC 4), 11=-524(LC 5), 8=-294(LC 5) Max Grav 2=1 153(LC 1), 11=2073(LC 1), 8=515(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2149/709, 3-4=-1786/583, 4-5=-562/245, 5-6=-562/259, 6-7=-218/1025, 7-8=-220/469 BOT CHORD 2-13=-723/1962,12-13=-409/1221, 11-12=-594/244, 10-11=-423/208, 8-10=423/208 WEBS 3-13=-453/310, 4-13=-138/638, 4-12=-941/446, 6-12=-333/1301, 6-11=-1680/497, 7-11=-776/323 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=490, 11=524, 8=294. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. October 12,2017 A WARN/NG -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 1010312015 BEFORE USE. Design valid forum only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/P11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 8-10 >914 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 131340918 17-668 A02 Common Structural Gable 2 1 BCDL 10.0 Code IRC2015frP12014 (Matrix) Weight: 166 Ib FT = 20% LUMBER- BRACING - Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:02 2017 Page 1 I D: NkNLIO(C4LgOdmuj?Bo5FERyUC31-5LCKVt361OAzaUmnkmOi9vdgHg7pTv?zVSbrEgyUB97 -2-0-0 6-2-2 X1-4-7 16-6-12 21-9-1 28-11$ �3-1A 12 10 � 2-0-0 B-2-2 5-2-5 5-2-5 5-2-5 52-5 6-2-2 2-0-0 6 Scale = 1:61.0 4x6 — 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 3x5 = 8-9-5 7-9-7 6-1-4 1-8-3 8-9-5 IA 6 Plate Offsets (X.Y)— [3:0-2-4 0-1-8] [5.0-3-0.0-2-41, [7:13-2-4.0-1-81 [50:0-0-0.0-0-01,150:0-0-0.0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 8-10 >914 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.29 8-10 >432 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IRC2015frP12014 (Matrix) Weight: 166 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 WW Stud OTHERS 2x4 WW Stud REACTIONS. All bearings 22-8-0 except at --length) 8=0-3-8, 11=0-3-8. (lb) - Max Horz 2=-159(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 25, 13 except 2=-293(LC 4), 8=-367(LC 5), 16=-519(LC 5), 22=-399(LC 8), 12=-268(LC 20), 11=-244(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 17, 18, 19, 20, 21, 23, 24, 25, 26, 15, 14, 13, 12 except 2=470(LC 19), 8=763(LC 20), 16=1537(LC 1), 22=636(LC 19), 11=325(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-142/428, 4-5=-72/684, 5-6=-90/684, 6-7=-475/168, 7-8=-927/348 BOT CHORD 21-22=-326/259, 20-21=-326/259, 19-20=-326/259, 18-19=-326/259, 17-18=-326/259, 16-17=-326/259, 8-10=-223/809 WEBS 5-16=-771/211, 6-16=-860/387, 6-10=-41/507, 7-10=-523/344, 4-16=-408/190, 4-22=-365/249, 3-22=-530/360 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS RE (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.330 n 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q tea+***a*� � Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. A.6% 4) All plates are 2x4 MT20 unless otherwise indicated. � ij 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 28176 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will s fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 25, 13 except Qt=1b) * s• �* 2=293, 8=367, 16=519, 22=399, 12=268, 11=244. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. October 12,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 131340919 17-668 B01 Common Girder 1 1 DOL 1.15 BC 0.61 Vert(CT) -0.4211-12 >779 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:04 2017 Page 1 I D:NkNLKXC4LgOdmuj?Bo5FERyUC31-1 jK4wZ4M HOQgpnwAsB2AEKj8gelPxgFGym4xJiyUB95 �1 0 2-0-0 5-7-9 4-1-12 4-1-12 4-1-12 4-1-12 5-7-9 1 241-0 Scale = 1:52.3 4.00 12 4x6 = 5 4x1u — - -- -- - '_ 410 = 3x4 2x4 3x5 = 7x8 — 3x5 = 2x4 3x4 5-7-9 4-1-12 4-1-12 4-1-12 4-1-12 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.2512-13 >999 240 TCDL 10.0Lumber DOL 1.15 BC 0.61 Vert(CT) -0.4211-12 >779 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 HOIz(CT) 0.10 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 WW Stud REACTIONS. (Ib/size) 2=1858/0-3-8,8=1857/0-3-8 Max Horz 2=-137(LC 35) Max Uplift2=-750(LC 4), 8=-750(LC 5) BRACING - TOP CHORD BOT CHORD FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4309/1452, 3-4=-3556/1258, 4-5=-2752/989, 5-6=-2752/989, 6-7=-3556/1258, 7-8=-4311/1455 BOT CHORD 2-15=-1 38214025,15-16=-1382/4025,14-16=-1382/4025,14-17=-1 382/4025, 17 -18= -1382/4025,13-18=-1382/4025,13-19=-1094/3307,19-20=-1094/3307, 12 -20=-1094/3307,12-21=-972/3307,21-22=-972/3307,11-22=-972/3307, 11-23=-1254/4027, 23-24=-1254/4027,10-24=-1254/4027,10-25=1254/4027, 25-26=-1254/4027,8-26=-1254/4027 WEBS 5-12=-473/1398,6-12=-962/449, 6-11=-163/503,7-11=-780/337, 7-10=-33/317, 4-12=-962/448, 4-13=-163/503, 3-13=-779/334, 3-14=-33/316 5-7-9 PLATES GRIP MT20 169/123 Weight: 118 Ib FT = 20% Structural wood sheathing directly applied or 3-0-12 oc purlins. Rigid ceiling directly applied or 7-7-9 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 2=750, 8=750. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 Ib down and 77 Ib up at 3-2-0, 46 Ib down and 39 Ib up at 5-2-12, 46 Ib down and 39 Ib up at 7-2-12, 46 Ib down and 39 Ib up at 9-2-12, 46 Ib down and 39 Ib up at 11-2-12, 46 Ib down and 39 Ib up at 13-2-12, 46 Ib down and 39 Ib up at 14-7-4, 46 Ib down and 39 Ib up at 16-7-4, 46 Ib down and 39 Ib up at 18-74, 46 Ib down and 39 Ib up at 20-7-4, and 46 Ib down and 39 Ib up at 22-7-4, and 225 Ib down and 77 Ib up at 24-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q "$9(tE132andard IA 6 FI tiyy1 / A October 12,2017 A WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE x11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSV P11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St 131340919 17-668 B01 Common Girder 1 1 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:04 2017 Page 2 I D:NkNLKXC4LgOdmuj?BoSFERyUC31-1j K4wZ4MHOQgpnwAsB2AEKj8gelPxgFGym4xJiyUB95 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-5=-80, 5-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 15=-79(B) 16=-46(B) 17=-46(B) 18= -46(B)19= -46(B) 20=-46(B) 21= -46(B)22= -46(B) 23=-46(B) 24=-46(B) 25=-46(B) 26=-79(B) A WARN/NG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2075 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty PlyJBC, 3695 Lewis St (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 131340920 17-668 B02 Common 2 1 Vert(CT) -0.51 6-8 >645 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.60 Job Reference o tional High Plateau Truss, Inc., Commerce City, CO 80022 2-0-0 17-5-7 6-5-9 4.00 ri2 4x6 - 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:04 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-1 jK4wZ4M HOQgpnwAsB2AEKj6peiFxvaGym4xJiyUB95 6-5_9 7-5-7 12-U Scale = 1:52.3 4xtu - 5x10 = 5x10 = 4x10 = 9-71 8-7-7 9-71 1A 6 Plate Offsets (X Y)- [2:0 -0-15.0-0-0].[3:0-6-0.0-3-0].[5:0-6-0.0-3-0].[6:0-0-15.0-0-0] [8:0-5-0 0-3-O] [9:0-5-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.24 8-9 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.51 6-8 >645 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.60 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code IRC2015lTP12014 (Matrix) Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. Except: WEBS 2x4 WW Stud 8-2-0 oc bracing: 6-8 REACTIONS. (Ib/size) 2=1547/0-3-8,6=1547/0-3-8 Max Horz 2=-137(LC 9) Max Uplift2=-571(LC 4), 6=-571 (LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/937, 3-4=-2826/804, 4-5=-2826/804, 5-6=-3247/938 BOT CHORD 2-9=-866/2992, 8-9=-429/2000, 6-8=-746/2992 WEBS 4-8=-269/889, 5-8=-615/413, 4-9=-269/889, 3-9=-615/413 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (]t --lb) 2=571, 6=571. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `a00.0 N s Z 4 28176 October 12,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCS] Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.24 6-7 >999 240 MT20 131340921 17-668 B03 Common 10 1 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code IRC2015ITP12014 (Matrix) Weight: 86 Ib Job Reference (optional) High Plateau (fuss, Inc., commerce city, cU MUZZ 1.640 s Aug 16 ZU17 MiTek Industries, Inc. Thu Oct 12 10:31:05 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-VwuS7v5_2JYXRxVMPuZPnXFCC21TgMQQBQpVr8yU694 2-M 7-5-7 6-5-9 6-5-9 7-5-7 Scale = 1:50.1 4.00 12 4x6 4 4x10 = 5x10 = 5x10 = 4x10 = 9-74 9-7-7 9-74 Ic, 0 Plate Offsets (X Y)— [2:0-0-15.Edge]. [3:0-6-0.0-3-0]. [6:0-0-15.Edge]. [7:0-5-0.0-3-0]. [8:0-5-0.0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.24 6-7 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.54 6-7 >611 180 BCLL 0.0 ' Rep Stress Incr YES WB 062 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code IRC2015ITP12014 (Matrix) Weight: 86 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-5-8 oc bracing. Except: WEBS 2x4 WW Stud 7-7-0 oc bracing: 6-7 REACTIONS. (Ib/size) 6=1359/0-3-8,2=1554/0-3-8 Max Horz 2=154(LC 8) Max Uplift6=-412(LC 5), 2=-574(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3269/944, 34=-2848/810, 4-5=-2881/855, 5-6=-3309/1012 BOT CHORD 2-8=-894/3013, 7-8=-458/2023, 6-7=-880/3077 WEBS 4-7=-290/929, 5-7=-654/439, 4-8=-270/888, 3-8=-615/413 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 6=412, 2=574. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. October 12,2017 A WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 131340922 17-668 B04 Hip 1 1 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.40 10-11 >827 180 Job Reference o tional Hign Plateau I russ, Inc., commerce city, w 6uuzz f.t54u s Aug 16 2017 MITek Industries, Inc. Thu Oct 12 10:31:06 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-z6SgLE6cpdgO354Zzc5eJloPZSPZPjDZQ4Z2NbyUB93 —2-0-0 6-e-15 IV 154-0 21-1-1 27-10 2-0-0 6-8-15 5-9-1 2-10-0 5-9-1 6-8-15 5x6 = 4x6 = Scale = 1:51.9 4x10 = '- - V 4x10 = 2x4 5x6 = 3x6 = 2x4 11 6-8-15 5-9-1 2-10-0 5-9-1 6-8-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.23 10-11 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.40 10-11 >827 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.13 7 n/a n/a BCDL 10.0 Code IRC2015frP12014 (Matrix) Weight: 94 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (4-8-1 max.): 4-5. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. REACTIONS. (Ib/size) 7=1359/0-3-8,2=1554/0-3-8 Max Horz 2=140(LC 8) Max Uplift7=-427(LC 5), 2=-588(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3360/964, 3-4=-2475/740, 4-12=-2269/759, 5-12=-2269/759, 5-6=-2483/761, 6-7=-3410/1042 BOT CHORD 2-11=-910/3102, 10-11=-910/3102, 9-10=-574/2265, 8-9=-915/3174, 7-8=-915/3174 WEBS 3-11=0/266, 3-10=-905/391, 4-10=-99/419, 5-9=-94/432, 6-9=-976/432, 6-8=0/271 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt -Ib) 7=427, 2=588. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 12,2017 AWARN/NG - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-59 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 131340923 17-666 805 Hip 1 1 240 TCDL 10.0Lumber DOL 1.15 BC 0.73 Vert(CT) Job Reference (optional) High Plateau Truss, Inc., Commerce City, GO 80022 2-0-0 5-8-15 4-9-1 5x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:06 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-z6SgLE6cpdgO354Zzc5eJloLTSP4Pr2ZQ4Z2NbyUB93 6-10-0 5x6 = 4-9-1 5-8-15 Scale = 1:51.9 4x10 410 = 2x4 11 5x8 = 5x8 = 2x4 11 e -e -1s 10-6-0 17411 27_1-1 27-10-0 513-15 4-9-1 2- 01 4-9-1 5-8-15 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.23 9-10 >999 240 TCDL 10.0Lumber DOL 1.15 BC 0.73 Vert(CT) -0.44 9-10 >745 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.13 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF 165OF 1.5E WEBS 2x4 WW Stud BOT CHORD REACTIONS. (Ib/size) 7=1359/0-3-8,2=1554/0-3-8 Max Horz 2=123(LC 12) Max Uplift7=-444(LC 5), 2=-605(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3399/1024, 3-4=-2794/884, 4-12=-2605/907, 5-12=-2605/907, 5-6=-2814/916, 6-7=-3472/1121 BOT CHORD 2-11=-961/3144, 10-11=-961/3144, 9-10=-740/2593, 8-9=-998/3236, 7-8=-998/3236 WEBS 3-10=-596/287, 4-10=-38/389, 4-9=-256/273, 5-9=-32/393, 6-9=-677/334 PLATES GRIP MT20 169/123 Weight: 93 Ib FT = 20% Structural wood sheathing directly applied or 3-0-7 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-5. Rigid ceiling directly applied or 7-2-4 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11 Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed, MWFRS (envelope) automatic zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 7=444, 2=605. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r; 0 October 12,2017 A wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St 131340924 17-668 B06 Hip 1 1 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:07 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-RI?CYa7EaxoFgFflXJctsyLAA(rkJ8BJieklcvl yUB92 -2-0-o 19-4-0 73-1-1 27.10-0 2-0-0 4-8-15 3-9-1 5-5-0 5-5-0 3-9-1 48-15 Scale = 1:51.9 4x6 = 4 on 3xB = 4x6 = 4x10 — .. ._ - 4x10 — 3x8 = 5x8 = 3x8 = 8.6-0 5-5-0 5-5-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.30 10 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.50 10 >655 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight: 93 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 165OF 1.5E WEBS 2x4 WW Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except 2-0-0 oc purlins (3-9-12 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. Except: 6-9-0 oc bracing: 8-9 6-11-0 oc bracing: 2-11 REACTIONS. (Ib/size) 8=1359/0-3-8,2=1554/0-3-8 Max Hoa 2=107(LC 4) Max Uplift8=-458(LC 5), 2=-619(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3417/1134,3-4=-3074/981, 4-5=-2860/962, 5-6=-2893/1006, 6-7=-3114/1032, 7-8=-3507/1247 BOT CHORD 2-11=-1058/3167, 10-11=-1085/3518,9-10=-1085/3518, 8-9=-1127/3277 WEBS 3-11=-313/256, 4-11=-109/583,5-11=-887/366,5-9=-865/345, 6-9=-116/606, 7-9=-393/306 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 8=458, 2=619. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. REG ..i: • b um October 12,2017 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 3-5: 2x4 SPF 210OF 1.8E 2-0-0 oc purlins (3-2-4 max.): 3-5. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. 131340925 17-668 B07 Hip 1 1 Max Uplift6=469(LC 5), 2=-631 (LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3478/1104, 3-4=-3185/1087, 4-5=-3254/1167, 5-6=-3543/1180 Job Reference (optional) Hlgn Nlateau I cuss, Inc., UOmmerce GIty, GU UUUZL 2-0-0 6-6-0 4x10 = 4.00 12 7-5-0 4x10 = I.o4U s,vug 16 2017 MTek Industries, Inc. Thu Od 12 10:31:07 2017 Paget I D:NkNLKXC4LgOdmuj?Bo5FERyUC31-RI?CYa7EaxoFgFflXJctsyLZ)vjs8BTieklcvl yUB92 7-5-0 4x10 = 6-0-0 Scale = 1:51.9 4x10 = - - 4x10 = 3x8 = 6x12 M18SHS = 3x8 = 6-6-8 7-5-0 7-5-0 6-6-0 m N O LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/deft L/d TC 0.82 Vert(LL) -0.47 8 >692 240 BC 0.88 Vert(CT) -0.79 8 >413 180 WB 0.91 Horz(CT) 0.17 6 n/a n/a (Matrix) PLATES GRIP MT20 169/123 M18SHS 169/123 Weight: 87 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 3-5: 2x4 SPF 210OF 1.8E 2-0-0 oc purlins (3-2-4 max.): 3-5. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. WEBS 2x4 WW Stud WEBS 1 Row at midpt 4-9,4-7 REACTIONS. (Ib/size) 6=1359/0-3-8,2=1554/0-3-8 Max Horz 2=94(LC 4) Max Uplift6=469(LC 5), 2=-631 (LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3478/1104, 3-4=-3185/1087, 4-5=-3254/1167, 5-6=-3543/1180 BOT CHORD 2-9=-1009/3223, 8-9=-1558/4769, 7-8=-1558/4769, 6-7=-1049/3292 WEBS 3-9=-94/625, 4-9=-1815/669, 4-8=0/296, 4-7=-1778/633, 5-7=-86/619 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=469, 0 RE`��, 2=631. 0000Y0a�_ +� N' 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical does depict the the the the top bottom N purlin representation not size or orientation of purlin along and/or chord.g:s*a Z 28176 L October 12,2017 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-aS and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, NO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 131340926 17-668 B08 Half Hip Girder 1 >443 Job Reference (optional) High Plateau Truss, Inc., Commerce city, CU 81x112 f.b4U s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:09 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-Oh7zzG8V6Y2zwYoBekeLxNQwAfPRcAm?62ni_wyUB90 -2-0 a a�-0 9 ed 13-84 8 b4 23-04 27-10-0 4$-0 41i4 4-8-0 4$-0 4$-0 4.9-12 4.00 12 44 = 4x10 = 2x4 11 6x8 = 3x8 = Scale = 1:52.4 3x4 11 4x10 = 15 16 ­ 17 18 - 19 20' 21 22 .- 23 24 ' 3x4 4x6 = 2x4 11 7x8 = 2x4 II 3x8 = 4x10 = 4-6-0 4-64 4-8-0 4-8-0 4-8-0 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0.74 12 >443 240 TCDL 10.0Lumber DOL 1.15 BC 0.81 Vert(CT) -1.14 12 >290 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.60 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code IRC2015ITP12014 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 WW Stud *Except* BOT CHORD 4-14,4-12,6-12,6-10,7-9: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 9=2277/0-3-8, 2=2467/0-3-8 Max Horz 2=106(LC 7) Max Uplift9=-943(LC 4), 2=-1071(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6721/2611, 3-4=-6170/2448, 4-5=-12236/5068, 5-6=-12236/5068, 6-7=-6995/2928, 7-8=-268/135 BOT CHORD 2-14=-2519/6360, 14-15=-4521/11027, 15-16=-4521/11027, 13-16=-4521/11027, 13-17=-4521/11027, 17-18=-4521/11027, 12-18=-4521/11027, 12-19=-4697/11296, 19-20=-4697/11296, 11-20=-4697/11296,11-21=4697/11296, 21-22=-4697/11296, 10-22=-4697/11296, 10-23=-2923/6995, 23-24=-2923/6995, 9-24=-2923/6995 WEBS 3-14=-652/1788,4-14=-5074/2163, 4-13=-153/512, 4-12=-563/1310,5-12=-332/219, 6-12=-380/975,6-11=-152/513,6-10=-4456/1842,7-10=-538/1471, 7-9=-6969/2894 4-9-12 PLATES GRIP MT20 169/123 Weight: 230 Ib FT = 20% Structural wood sheathing directly applied or 5-9-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-2 max.): 3-8. Rigid ceiling directly applied or 8-11-5 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=139mph (3 -second gust) Vasd=11 Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt -lb) 9=943, 2=1071. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d&%tQ(a0jW rprepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. w • October 12,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. asnas Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St 131340926 17-668 B08 Half Hip Girder 1 2 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:09 2017 Page 2 I D: N kN LKXC4LgOd muj? Bo5 F ERyUC31-Oh7zzG8 V6Y2zwYo8ekeLxNQwAfPRcAm?62n i_wyU B90 NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 Ib down and 121 Ib up at 4-6-0, 139 Ib down and 79 Ib up at 5-10-12, 139 Ib down and 79 Ib up at 7-10-12, 139 Ib down and 79 Ib up at 9-10-12, 139 Ib down and 79 Ib up at 11-10-12, 139 Ib down and 79 Ib up at 13-10-12, 139 Ib down and 79 Ib up at 15-10-12, 139 Ib down and 79 Ib up at 17-10-12, 139 Ib down and 79 Ib up at 19-10-12, 139 Ib down and 79 Ib up at 21-10-12, and 139 Ib down and 79 Ib up at 23-10-12, and 139 Ib down and 79 Ib up at 25-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-8=-80, 2-9=-20 Concentrated Loads (lb) Vert: 14=-295(F) 12=-139(F) 15=-139(F) 16=-139(F) 17=-139(F) 18=-139(F) 19=-139(F) 20=-139(F) 21=-139(F) 22=-139(F) 23=-139(F) 24=-139(F) AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Pty JBC, 3695 Lewis St BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2015rrP12014 (Matrix) LUMBER - 131340927 17-668 J01 Jack -Open 2 1 Max Horz 2=100(LC 4) Max Uplift3=-13(LC 1), 2=-272(LC 4) Max Grav 3=33(LC 4), 2=382(LC 1), 4=42(LC 3) Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:09 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-Oh7zzG8V6Y2zwYoBekeLxNQ1 GfbccJ7?62ni_wyUB90 2-0-0 2-4-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2015rrP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 165OF 1.5E REACTIONS. (Ib/size) 3=-13/Mechanical, 2=382/0-3-8, 4=21 /Mechanical Max Horz 2=100(LC 4) Max Uplift3=-13(LC 1), 2=-272(LC 4) Max Grav 3=33(LC 4), 2=382(LC 1), 4=42(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-4-15 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 197/144 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Scale= 1:11.1 Weight: 8 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at -lb) 2=272. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �8 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Pty JBC, 3695 Lewis St Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 131340928 17-668 J02 Jack -Closed 12 1 YES WB 0.00 BCDL 10.0 Code IRC2015/TP12014 (Matrix) Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 2-M 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:09 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-Oh7zzG8V6Y2zwYo8ekeLxNQIGfZycJ7?62ni_wyUB90 4� o LOADING (psf)SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2015/TP12014 (Matrix) 4-6-0 DEFL. in (loc) I/den L/d PLATES GRIP Vert(LL) -0.01 2-6 >999 240 MT20 169/123 Vert(CT) -0.03 2-6 >999 180 Horz(CT) -0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF 165OF 1.5E WEBS 2x4 WW Stud BOT CHORD REACTIONS. (Ib/size) 6=159/Mechanical, 2=430/0-3-8 Max Horz 2=115(LC 5) Max Uplift6=-59(LC 8), 2=-262(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.2 Weight: 14 Ib FT = 20% Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except at --lb) 2=262. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �2.����Cr 010,0 a 28176 October 12,2017 A WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 'R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2015ITPI2014 (Matrix) LUMBER - 131340929 17-668 J03 Jack -Closed 12 1 REACTIONS. (Ib/size) 6=66/Mechanical, 2=389/0-3-8 Max Horz 2=86(LC 4) Max Uplift6=-19(LC 8), 2=-265(LC 4) Job Referenceo tional] High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:10 2017 Page 1 I D:NkNLKXC4LgOdmuj?Bo5FERyUC31-sthLAc97tsAgXiNKCR9aUbzC?3xVLmN9LiXG WMyUB9? -2-0-0 3-2-0 2-0-0 3-2-0 oI Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 300 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.06 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2015ITPI2014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud REACTIONS. (Ib/size) 6=66/Mechanical, 2=389/0-3-8 Max Horz 2=86(LC 4) Max Uplift6=-19(LC 8), 2=-265(LC 4) Max Grav 6=77(LC 3), 2=389(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-2-0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 2-6 >999 240 MT20 169/123 Vert(CT) -0.01 2-6 >999 180 Horz(CT) -0.00 6 n/a n/a Weight: 10 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 2=265. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. October 12,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, NO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 (Matrix) 131340930 17-668 J04 Jack -Open 4 1 Job Reference (optional) High Plateau Truss, Inc., Commerce Gity, GU BW2Z LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:10 2017 Page 1 I D:NkNLKXC4LgOdmuj?Bo5FERyUC3I-sthLAc97tsAgXiNKCR9aUbzC W3x2LmN9LixGWMyUB9? 2-0-0 1-10-15 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 028 Lumber DOL 1.15 BC 0.02 Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 3=-34/Mechanical, 4=18/Mechanical, 2=363/0-3-8 Max Horz 2=91 (LC 4) Max Uplift3=-34(LC 1), 2=-268(LC 4) Max Grav 3=50(LC 4), 4=35(LC 3), 2=363(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 16[317 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 197/144 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Scale= 1:10.0 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=266. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 RE71,9 r eaoe+ti13 e - um October 12,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE NII -7473 rev. 1010312015 BEFORE USE. senee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 10.0 Code IRC2015/TP12014 (Matrix) LUMBER - 131340931 17-668 JC01 Diagonal Hip Girder 1 1 REACTIONS. (Ib/size) 7=185/Mechanical, 2=579/0-4-15 Max Horz 2=108(LC 7) Max Uplift7=-14(LC 8), 2=-326(LC 4) Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 2-9-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:11 2017 Page 1 I D:NkNLKXC4LgOdmuj?Bo5FERyUC31-K4FjOyAle91h9syWm9gpOoVG4TG34CkIZMGp2oyUB9_ 3-7-13 2-7-0 Scale = 1:17.4 2x4 11 4 5 LOADING (psf) SPACING- 2-0-0 CSI. TC LL 30.0 Plate Grip DOL 1.15 TC 0.74 TCDL 10.0 Lumber DOL 1.15 BC 0.10 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 10.0 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud REACTIONS. (Ib/size) 7=185/Mechanical, 2=579/0-4-15 Max Horz 2=108(LC 7) Max Uplift7=-14(LC 8), 2=-326(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-443/145 BOT CHORD 2-8=-141/435,7-8=-141/435 WEBS 3-7=-439/150 3-7-13 2-7-0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 8 >999 240 MT20 169/123 Vert(CT) -0.02 2-8 >999 180 Horz(CT) 0.00 7 n/a n/a Weight: 21 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=lb) 2=326. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 Ib down and 127 Ib up at 3-6-0, and 121 Ib down and 127 Ib up at 3-6-0 on top chord, and 4 Ib down at 3-6-0, and 4 Ib down at 3-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-20, 2-6=-20 Concentrated Loads (lb) Vert: 3=63(F=32, B=32) h`j0 REG `i0wY�:*f , October 12,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St BCLL 0.0 ' Rep Stress Incr NO WB 0.29 BCDL 10.0 Code IRC2015rrP12014 (Matrix) LUMBER - 131340932 17-668 JCO2 Diagonal Hip Girder 2 1 REACTIONS. (Ib/size) 7=46/Mechanical, 2=519/0-4-15 Max Horz 2=85(LC 22) Max Uplift7=-89(LC 19), 2=-331 (LC 4) Job Reference(optional) High Plateau Truss, Inc., Commerce City, CO 80022 2-9-15 2.83 12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 TCDL 10.0 Lumber DOL 1.15 BC 0.13 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 BCDL 10.0 Code IRC2015rrP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud REACTIONS. (Ib/size) 7=46/Mechanical, 2=519/0-4-15 Max Horz 2=85(LC 22) Max Uplift7=-89(LC 19), 2=-331 (LC 4) Max Grav 7=187(LC 22), 2=519(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505/382 BOT CHORD 2-8=-393/515, 7-8=-393/515 WEBS 3-7=-548/430 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:11 2017 Page 1 ID:NkN LKXC4LgOdmuj?Bo5FERyUC31-K4FjOyAle9lh9syWm9gpOoVGtTFc497IZMGp2oyUB9_ 2-8-8 3x4 8 2x4 11 2-8.8 i66i 1-7-11 2x4 11 7 3x4 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.01 8 >999 240 MT20 169/123 Vert(CT) 0.01 8 >999 180 Horz(CT) 0.00 7 n/a n/a Scale = 1:13.9 Weight: 15 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 2=331. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 143 Ib up at 2-9-8, and 134 Ib down and 143 Ib up at 2-9-8 on top chord, and 1 Ib down at 2-9-8, and 1 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-20, 2-6=-20 Concentrated Loads (lb) Vert: 3=73(F=37, B=37) r • 28176 At - October 12,2017 A WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 131340933 17-668 Vol Valley 1 1 REACTIONS. All bearings 26-4-8. (lb) - Max Horz 1=120(LC 12) Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:12 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-oGp5blANPTRYnOXiKsB2ZO2X6sb7peBSo00NaEyUB8z 1 a512 I 2s a� 14512 11-9-12 Scale = 1:43.9 4x6 = 4 3x4 14 13 12 15 11 16 10 9 8 2x4 II 5x6 = 2x4 II 2x4 II 2x4 II 2x4 II r i — - u LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code IRC2015/TP12014 CSI. TC 0.34 BC 0.17 WB 0.17 (Matrix) DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) 0.00 (loc) I/defl Ud PLATES GRIP n/a 999 MT20 169/123 n/a 999 8 n/a n/a Weight: 74 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud REACTIONS. All bearings 26-4-8. (lb) - Max Horz 1=120(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 8, 11 except 12=-159(LC 8), 14=-245(LC 4), 10=-182(LC 9), 9=-181(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 8 except 11=410(LC 2), 12=363(LC 19), 14=584(LC 1), 10=423(LC 20), 9=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-11=-265/56, 3-12=-303/205, 2-14=-449/298, 5-10=-345/230, 6-9=-327/225 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 8, 11 except Qt=1b) 12=159,14=245, 10=182,9=181. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 REG : rs 0% October 12,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekkral connectors. This design is based only upon parameters shown, and is for an individual building component, not 'R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS] Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Io Jab Truss Truss Type Qty Pty JBC, 3695 Lewis St 131340934 17-668 V02 Valley 1 1 Job Reference (optional) High Plateau Truss, Inc., commerce City, GO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:12 2017 Page 1 ID:NkNLIO(C4LgOdmuj?Bo5FERyUC31-oGp5b1ANPTRYnOXiKsB2ZO2apsccpenSo00NaEyUB8z 121-12 24.4-a 12-6-12 11-9-12 Scale = 1:39.9 4x6 = 4 3x4 % 13 12 11 10 9 8 3x4 2x4 5x6 = 2x4 2x4 I) 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 (Matrix) Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud REACTIONS. All bearings 24-4-8. (lb) - Max Horz 1=100(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 10 except 11=-183(LC 8), 13=-178(LC 4), 9=-183(LC 9), 8=-178(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=356(LC 1), 11=421(LC 19), 13=425(LC 1), 9=421(LC 20), 8=425(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-274/71, 3-11=-344/232, 2-13=-331/221, 5-9=-344/232, 6-8=-331/221 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C, enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 10 except Qt=1b) 11=183,13=178, 9=183,8=178. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rp— 0 RE c° �S 0 28176 T" October 12,2017 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 1010312015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 0 fc? 0 Job Truss Truss Type City Ply JBC, 3695 Lewis St I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 131340935 17-668 V03 Valley 1 1 DOL 1.15 BC 0.17 Vert(CT) n/a n/a Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 10-6-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:13 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-GSNUpeB?AnZPOA6vtajH6DbioGxPY4Gb1 glw6hyUB8y 71-14 10812 4x6 = 3 Scale = 1:35.9 3x4 % 9 8 7 6 3x4 3x4 = 2x4 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a n/a 999 TCDL 10.0Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E OTHERS 2x4 WW Stud PLATES GRIP MT20 169/123 Weight: 53 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-1-8. (lb) - Max Horz 1=-83(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 9=-260(LC 8), 6=-260(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 9=611(LC 19), 6=611(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-475/315, 4-6=-475/315 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except at --lb) 9=260,6=260. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '8 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.19 131340936 17-668 VO4 IValley 1 1 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 ` Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:13 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-GSNUpeB?AnZPOA6vtajH6DblIGyrY4wb1 glw6hyUB8y 8-6-12 8$12 Scale = 1:29.1 4x6 = 3x4 9 8 7 6 3x4 3x4 = 2x4 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud REACTIONS. All bearings 17-1-8. (lb) - Max Horz 1=66(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5,7 except 9=-198(LC 8), 6=-198(LC 9) Max Grav All reactions 250 Ib or less atjoint(s) 1, 5 except 7=341(LC 1), 9=457(LC 19), 6=457(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-267/95, 2-9=-364/242, 4-6=-364/242 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 5, 7 except at --lb) 9=198, 6=198. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1� RE,� 'apsaaa� ,�' *4 SN fiei Job Truss Truss Type Qty Ply JBC, 3695 Lewis St I/deft Ud TCLL 30.0 Plate Grip DOL 1.15 131340937 17-668 V05 Valley 1 1 Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 v N N 6812 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:14 2017 Page 1 ID:NkNLKXC4LgOdmuj?Bo5FERyUC31-kewsOzCdx4hGOKh5RHEWeR7sTgG1HXGkFKVTe7yUB8x I t a -t -a 6-6 12 Scale = 1:21.2 4x10 = 4 3x4 % 2x4 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC20151TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF 165OF 1.5E OTHERS 2x4 WW Stud REACTIONS. (Ib/size) 1=248/13-1-8,3=248/13-1-8,4=636/13-1-8 Max Horz 1=-49(LC 13) Max Uplift 1 =-98(LC 4), 3=-103(LC 9), 4=-149(LC 4) Max Grav 1=256(LC 19), 3=256(LC 20), 4=636(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-461/208 PLATES GRIP MT20 169/123 Weight: 30 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 3=103 , 4=149. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •, e Iffcte `� October 12,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply JBC, 3695 Lewis St TCLL 30.0 Plate Grip DOL 1.15 TC 010 Vert(LL) n/a n/a 999 131340938 17-668 V06 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 10:31:14 2017 Page 1 ID:NkNLIO(C4LgOdmuj?Bo5FERyUC31-kewsOzCdx4hGOKh5RHEWeR7xQgJdHYJkFKVTe7yUB8x 316-0 1-5- 3-10-0 4.00 F12 4x6 = 4x6 = 2x4 % 2x4 II 2x4 II 2x4 Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 010 Vert(LL) n/a n/a 999 MT20 169/123 TCDL 100 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud REACTIONS. All bearings 9-1-8. (lb) - Max Horz 1=-24(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5, 7, 6 Max Grav All reactions 250 Ib or less atjoint(s) 1, 5 except 7=267(LC 19), 6=256(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 5, 7, 6. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. R -•1i�Ij� . s October 12,2017 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �fl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Vv oDv D- rw uni T LJ) cn z m � r c r V I OD m X m m �03 � z °� I I � O N o_ w a c 07 c� fD 0 a o a o 5' J C7 v y 0 CD j aSNGin�� v �� cDin 3 Z 3 o g -� m m o m CD o -n m Dvo n Z o m 3 vc Q o G7 3 ayr a Qm0 _ o m �RO 3 nR m.3 o -a a � x n�i � �' QCD c y 5 c 5'' �� A a -o m m J D o� �� r ��(D CD O n.�O Q� (D J (D °' C 3'a O (D �' 3 �,cn N o a ON Cv v=i V' 0 �� d m' ado �s((DD a o nm �� D W e Q o c o m O aiCOD UM ��o� m -I VD+ m o�� (D n(�- °gym 3(n��m 3 QQv, 'n o o m 0 no m CD o m m'm � �.a Z J 3' QQCD.�'. Z d `G J' C= Q `z a O a -O O' 3 O N �p 0 7 O �m �`c a, J 5'3'3 v, o �� ('. y w � m 3 CL D N J p 0 p n in (n CD =�' (D O y J (D x O yr O 3 N > C m 3 cn y. < 6 �' � cn o' a �D c m m (D m cn x' vii 2 CD o (O N (� O O. � N y J C S N J (D O p y C o C rt Q O N O (D X 7 7 (] O c J Q N (D 2 7 O J N 50 U)3 J L (D N (n a Cn m c m m n-0 z 0 n c- TOP CHORD cn Cx x�0 m N 9 3 In ,n n p 3 0 m O z °D7ACl-8(o 0 � - c m o�, � v moo mzvij4)J cn v j C ;a cn 10DCLCD CD aim m a � z i m m�� (o O a X ccn a �� � m 61 �cD c �� N� �' p m Az crCD y< (D N. w m W C m m rn w � On (� (D (D C F J IV N D N cn W2-7 = N C CD al a m- � Nr O N �� cn y m to m m O a O am �o Tcn �z \\cn v 5 ��m rm m o �� 0 m° � C n' �to 0 3 �� m �o U)J �acn o � 4 ori � w W m m o V ® N L m D 0 3 nD z00 M m m �Q m z 3 00 r o rn was w N. 0 3 (D N Z ;a 0 m CD N �1 G Z (D 2 0 61 ° �4e do o N N cn 0 N0 CD CDC (7( C4-5 A CD y EF CD 0 y TOP CHORD Q m po O 8 OD J T (T A W N O W J W ! t A W N Dv m mX ° mC J mO C) o W m-1 mJ J- @C) �C C �0 o° -u (� IDn� �Z O-� �-I nD Z m. J o(D ° �. m " a° ° m v° m m c - p1 3 v m J m J �° N m °1 o ai o d d a c m n 3 C (n o m- m J J w- o T °m v°3 m =m m m 5 xm mm ° N m D m J m DGi 2 � 3 � o m N m �p•< g y m sm o m <� - a -o m m'm m 3 m ,A 2� v= (�0n fD _ C d J .C. ^ M O noC nv m O ' m m Dl 3 O .m.. x m C m CI Dl (D r y O (D (O m m ° O -w J J O n m m N yD m O LT (n J!-xp X S O N N m (D - J (D O O O 5- m n O O ^ p C fD .m-. Q J J °' o m CD n d O y C, m, n Z N (D N n m C N y m a �. m m a J' x `" O y J m J J N N m J N m m 3 O N n CL - m Dl TI � pN vmo m Jm w m n= m J 3- CL d� n0 �»N �QJ m?. mo o crm 1.3 - - 0 �G ('D (p O. -0 d O C M d J J J C m :Drn J J f0 nCD m m Q O N m O J C O fO C J (D D1 ? C O a m C J O \ O m m N `< S C S > 00 f0 - j 6 O J S (D N (n m J O m .mn J u C) C a d m N n D .O+ - (D /D O m n .s -O N y J O m N cn .c ys m oa mm J �_ �� o ° m o.dc n m a Om T.m 3(D a(o m °- .4 0 �V CD m C .G y d m m O V m ff -0 m U J O � m C m J a DJ G O. y j m 2. 'ID c l3 m m °� 3 �J m .m m� 3 a� GoID 3 my.y m oN m� O n d o m m a� '- 3 m m m ? m m m � m o � 'm 3 o F- D n o O n an d �� w �. p N O (D S y O m y Q S n n ,K m t0 J 0 0 0 Z m .. d � m N _2 n 7 J m (D (O 3 m m m C D) O m ((DD D n J (Jj( DI N C D m a y N -O m. `G J Dl n m C Q O J �. J `G n O m m J C m C O N m N iT O Z C W m 0 � �_ � m (D m ,G m 0 (") O -O 0 m O d N j (mn J N N �. m N fn' .0. J ff ' N m y ° N O 6 y C // N .O.- Ui m (D m m O m D3j n CD J N J ➢1 O » ��C 21I O O O m d J - m O. m J c� ym a Q so -° '.m Jn �m m -v .= F Q C m m(o (D N —h O . n j O -_ m l0 N N �' N J �- d O p O J C, (n a y J. cn (D N F 0 Dl N OS x d N m .O. ° OR -p C (D " (D O. m J S m m m S O O JO m .+ O CDm-O (D wn J m mm t00 3 m J� m G 3 m m r co (JD d C -O m J O N n j (n. m N ?_ N n n N y T7 ci O m d O = m m 0 V1 f c � N sm n- c o 3 m fD v m 0 N Creative West Architects Jonathon Warner, AIA LEED AP 385 Broadway, Suite 200 Boulder, CO 80305 Jon@CWAarch.com Date: 02/02/2018 RE: Truss Design I have reviewed the truss design for general conformity with the following criteria: 1. The location of bearing points and overall dimensions 2. The slope of the existing roof construction 3. The dimensional relationship of roof decking to top plate It is the obligation of the truss supplier and general contractor to ensure that the truss design will work with the existing conditions so that the new trusses allow the roof to plain with the roof that is to remain on the southern portion of the duplex. The general contractor will need to provide additional depth of insulation in the attic in order to compensate for the tight dimension between the top plate and the roof decking at the perimeter walls. 2" of additional insulation is sufficient' to offset the reduced R -Value adjacent to the perimeter walls and give the overall attic an average R -Value of 49. The air baffles provided on the underside of the roof decking to allow air movement from the soffit vents to the upper roof vents will help to keep the 'cold roof` assembly functioning as intended. Thanks, Jonathon Warner, AIA LEED AP �MF GQj09 � a CO JONATHON B. 400498 S�C0 AR, 1 Total attic area is 1,116 sf. Area of attic where full insulation can not be installed is 256 sf (23% of overall attic area). Average of insulation value adjacent to perimeter walls is R-27 (depth of 2"-14" blown in cellulose for 32" inside of wall). 2" of additional insulation where height permits (total of 16") would produce an average R -Value of 49 in the attic. 385 Broadway, Suite 200 4 Boulder, CO 80305 ♦ (t)720.644.6699 (f)303.835.4540 WWW.GWAARGH.COM S aYui■ if AN Environmental Testin ASBESTOS INSPECTION REPORT Fleming Residence 3695 Lewis Street Wheat Ridge, CO 80033 Report Date: July 10, 2017 Inspection/Testing Date: July 6, 2017 SET File: 17-0715 Prepared by: Blake Bradley Schaan Environmental Testing Colorado Certified Yor Asbestos Building Inspector,16862 �heati?. Certified Mold Inspector and Assessor oNln9D;�.: Limited Scope of Report The asbestos inspection performed for client was designed to identify suspect asbestos containing building materials in the affected areas of the above -referenced subject property as they existed at the time of the inspection. The inspection was limited to those areas that were visually and physically accessible. The inspection was not a risk assessment, physical inspection of systems, structure, or components of the subject property, as it relates to their serviceability. The inspection was performed in accordance with the Standards of Practice of the Colorado Regulation 8 Part B in effect at the time of this Inspection. This inspection is not intended to be technically exhaustive. The Inspector has prepared this written asbestos Inspection Report for the sole use and benefit of the client. The asbestos inspection report shall identify, report, and make recommendation for future evaluation. Client agrees to read the entire asbestos inspection report when received and shall promptly call the inspector with questions or concerns regarding the report. The use of this report and information contained herein by others, in whole or in part, is not authorized without the written mutual consent of the client and Schaan Environmental Testing (SET). Purpose and Scope The purpose of this inspection was to conduct a visual asbestos inspection and to collect necessary samples in order to determine the presence or absence of asbestos within the subject property in the affected areas only. The scope of this report included a visual inspection of all affected rooms and/or areas throughout the subject property for visible suspect ACM (asbestos containing materials). This does not include any materials that were covered or hidden by walls, structures, carpeting, wood flooring, multiple layers, wallpaper, texturing, etc. However, the Inspector made every reasonable effort to access and identify all suspect ACM. Bulk asbestos samples were randomly collected from homogenous areas of suspect ACM by the above named Inspector, an EPA/State of Colorado Certified Asbestos Inspector. Homogenous areas are defined as any area with the same material, texture, and color. If any of these variables differs between materials or if for any reason the inspector feels the materials might be different in any respect (such as materials being installed at different times even though they appear similar), separate sets of samples must be taken from each homogenous area. Representative bulk samples were taken from similar materials but this does not guarantee that materials of similar appearance are of the same composition. Even similar materials are subject to uneven mixing and distribution and random sampling can miss ACM. SET used reasonable diligence and its professional judgment consistent with industry standards in order to identify all suspect ACM. Performance of this asbestos inspection is intended to reduce, but not eliminate, uncertainty regarding the presence of ACM in connection with the above referenced property. No guarantee: SET cannot be held accountable for restrictions placed on us by the client, conditions or information that remained unknown, or areas that were inaccessible at the time of the inspection. Bulk Samples were analyzed by Polarized Light Microscopy (PLM) in general compliance with guidelines established by the US EPA (40 CFR Part 763, Subpart F, Appendix A). Asbestos concentrations were visually estimated and/or point counted by the laboratory and reported in percent for each layer of the sample. The assessment was executed in accordance with the authorized scope of work. If the scope of work is changed, the inspector must be informed and an addendum made to this report. This report is solely a record of activities, observations, analytical results, and recommendations performed to date. Regulatory Review EPA and the Colorado Department of Public Health and Environment (CDPHE) regulate all building materials that contain greater than 1% asbestos as determined through PLM Analysis. OSHA regulates all building materials that contain smaller amounts of asbestos (even trace concentration as determined by PLM analysis). EPA and CDPHE Regulation No. 8, Part B, requires that suspect ACM in buildings built prior to 1988 be assumed to be asbestos or an inspection be conducted prior to demolition or remodeling activities that could disturb ACM. However, with the North American Free Trade Agreement in effect and trade with countries such as Canada, Mexico, and China, it can never be determined that a material is not asbestos containing (even if it was produced after 1988) unless it is tested by a certified state inspector. The EPA and CDPHE require all friable and non -friable ACMs in the affected area(s) be removed prior to renovation activities that may disturb the ACM, and all friable ACM must be removed prior to demolition. Removal or management of regulated ACM is only required if they may be damaged or disturbed during remodeling, demolition, or burning. In some circumstances, "point count" analysis is required for bulk samples previously analyzed by PLM. Point counting is a more detailed means of analysis than standard PLM. Federal and State agencies define ACM as materials containing greater than 1% asbestos. The NESHAP regulation requires that if standard PLM analysis determines that a sample contains less than 10% asbestos, the material must be considered asbestos containing or be point counted. Even if the sample is less than 1% by standard PLM, the material either has to be assumed to be ACM or point counted. If the point counting analysis is different than the PLM analysis, the point counting results take precedence over the PLM. If standard PLM analysis determines that a material has no asbestos or that the material contains greater than 10% asbestos, point counting is not necessary. 3 Background The inspector was called to the subject property by Mr. Jim Crump after a fire impacted the main floor of the residence. Mr. Crump was concerned about potential asbestos containing building materials in the affected areas of the home. Sampled Building Materials • Stomp Textured Drywall • 12 x 12 White Ceiling Tiles • Orange Peel Textured Drywall • Blown -In Insulation • Bumpy Textured Drywall • Smooth Textured Drywall Homogeneous Areas (HA in RED is asbestos containing) • Homogeneous Area 1: Stomp Textured Drywall ➢ Living Room —Ceiling (Outside on Driveway) ➢ Living Room Ceiling — (Inside) ➢ Master bedroom - Ceiling ➢ Stairwell - Ceiling ➢ Basement Living Room - Ceiling • Homogeneous Area 2: White 12 x 12 Ceiling Tiles ➢ Basement Bedroom - Ceiling • Homogeneous Area 3: Orange Peel Textured Drywall ➢ Living Room — North Wall ➢ Master Bedroom — West Wall ➢ Office — South Wall ➢ Northwest Bedroom — East Wall ➢ Hall Bathroom — Ceiling Kitchen - Ceiling • Homogeneous Area 4: Blown -In Insulation ➢ Attic 4 1000 sf 200 sf 2000 sf 200 sf • Homogeneous Area 5: Bumpy Textured Drywall 500 sf Garage—South Wall ➢ Garage— North Wall ➢ Garage — West Wall • Homogeneous Area 6: Smooth Textured Drywall 200 sf ➢ Basement Bathroom — North Wall ➢ Basement Bathroom — East Wall ➢ Basement Bathroom—South Wall Sampling The Inspector determined that it was necessary to collect 21 bulk samples from the various homogenous areas (see the Asbestos Sampling below for exact areas). All samples were submitted to an accredited third party independent laboratory. The laboratory results are attached to and incorporated into this report. The affected areas as defined by the scope of work are limited to those listed above. If the scope of work is to change at any point, the inspector must be called back to the property to do additional testing. 5 Asbestos Testing Locations (Samples in RED are asbestos containing) Homogeneous Area Sample Number Sample Location Friable? Classification 1 SM1-1 Living Room Drywall - Outside Driveway (From Fire Fighters) Yes Significantly Damaged SM1-2 Living Room Drywall - Ceiling SM1-3 Master Bedroom - Ceiling SM1-4 Stairwell - Ceiling SM 1-5 Basement Living Room - Ceiling 2 CT1-1 Basement Bedroom Ceiling Yes Damaged CT1-2 Basement - Bedroom Ceiling 3 SM2-1 Living Room - North Wall Yes Significantly Damaged SM2-2 Master Bedroom - West Wall SM2-3 Master Bathroom - Ceiling SM2-4 Office - South Wall SM2-5 Northwest Bedroom - East Wall SM2-6 Hall Bathroom - Ceiling SM2-7 Kitchen - Ceiling 4 INS1-1 Attic Insulation - Kitchen Yes Significantly Damaged 5 SM3-1 Garage - South Wall ye, Goad SM3-2 Garage - North Wall SM3-3 Garage - West Wall 6 SM4-1 Basement Bathroom — North Wall Yes Good SM4-2 Basement Bathroom — East Wall SM4-3 Basemen — Bathroom — South Wall Conclusion Asbestos containing building materials WERE found in the samples analyzed by the laboratory. The affected asbestos -containing building materials DO need to be removed by a certified abatement company. The amount of significantly damaged asbestos containing materials exceeds the regulatory trigger levels, the area is deemed a "Major Asbestos Spill." The area is consequently subject to the requirements in Reg. 8, Section I I I.T.1. —Major Asbestos Spills. 7 Drywall and Insulation in Driveway from Fire Fighters 8 M w 6. Basement Storage s f.. Basement Bedroom r" 9 Basement Living Room Fl Basement Bathroom FY2ft fimimmunw, Inc Efti=w Ja , 1, 2015 Rese fteTdMftnVMiQhMWL2I EMt=nWnM' CA U .&! W� El LABRe_qerv(7jrq Environmental, Inc. -WFW- July 6, 2017 Schaan Environmental Testing 9795 Quay Loop Westminster CO 80021 Dear Customer, Subcontract Nurnhier- NA Laboratory Report: RES 383728-1 Project #f P-0- # 17-0715 Project Description_ Fleming Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National 'Voluntary Laboratory Accreditation Program (NVLAP), Lab Code 10189" for Transmission Electron Microscopy (TEM) and Polarized Light Microscopy (PLM) analysis and the American Industrial Hygiene Association (AIKA), Lab ID 101533 - AcemcliLation Certificate #480 for Phase Contrast Microscopy (PCM) analysis- This laboratory is currently proficient in both Proficiency Testing and PAT programs respectively. Reservoirs Environmental, Inc- has analyzed the following samples for asbestos content as per your request The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table, The results have been submitted to your office. RES 383728-1 is the job number assigned to this study. This report is considered highly confidential and the sole prop" of the customer. Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client- The results described in this report only apply to the samples analyzed_ Thisreport must not be used to claim endorsement of products or analytical results by NVLAP or any agency of the U.S. Government. This report shall not be reproduced except in full, without written approval from Reservoirs Environmental, Inc. Samples will be disposed of after sixty days unless longer storage is requested. If you have any questions about this report please feel free to call 303 -964 -1986 - Sincerely, t/ (A Jeanne Spencer President P. 3Q3!'mi•i58F Seat uVa" 8"It Wk 100 rinser, Cc V-1-% I-SE&RHIMM 10 eexnas Emnm�rennt G e4nai RESERVOIRS ENVIRONMENTAL INC. NVLAF Lab Code 1018954 TABLE: PLM BULK ANALYSIS, PERCENTAGE COMPOSITION BY VOLUME RES Job Number RES 383726-1 Client Schwan Environmental Testing Client Pmject Number I P.O_: 17-0715 Client Project Description: Fleming Daft Sampfes Reov-d: July 06, 2017 �ra.e�rf�rt�,f C41tu'JY&RCetW F. bnYareena7 G MY.iILEf Lui,aro EPA 600R2S31t16 -Short Report, Bulk NO=Mase T ev,od, rid:. 2 A 6 Date Samples Analyzed: July 06, 2017 Oeteti� =Tnu- <7'ei Visual Eanreuk umtAat=TrenwlreliWAsunorne Cbeul Lab L Asbestos Content hon Non Sample ID Number A Sub Asbestos Fibrous Number Y Ptrysicat Part Mineral Visual Fibrous Components E Descitp4on Es- Components R (%} (%) (ab) ('A SM 1-1 ENI 1690754 A Gray charred paint 1 ND 0 100 SM 2-5 EM 1880765 B While tadure 2 Chrysatik 3 0 97 SM 2-0 EM 1690700 C Whiffi.'brown drywall 07 NO 15 85 SM 1.2 EM 1800755 Not Ana)yzed per Client Request SM 13 EM 1890750 Nct Analyzed per Client Request. ND g5 5 SM 14 EM 1690757 Not Analyzed per Client Request. ND 0 100 SM t-5 EM IM759 Not Analyzed per Client Request Chrysotile 3 0 07 CT i-1 EM 1890750 A Whitelbrown ceiling the 100 ND 90 10 CT 1.2 EM 189078) A Whitelbrofvr ceilmg tile, 100 ND g0 10 SM 2-1 EM 1690781 A Blackhnulti- lomd charred paint 15 ND 0 100 SM 4-1 EM 1890772 B OR white canpound 15 Chrysotile 3 0 07 SM 4-2 EM 1890773 C WhiarbrowrHdryvrall 70 NO 5m 50 SM 2-2 EM 1690752 Not Analyzed per Client Request SM 2-3 EM 1890703 Not Analyzed per Client Request TEM Arulys s recommended for organically bound material (Le. boor tile) if PL6f results are <7%. r fsfKr,.c>s P2xrna5 Emtvlrt�1, aiC Renener_EmVanr�pf G ueuri saw+ rar sora ane tm, ovf.K, w �x Pref G3 RESERVOIRS ENVIRONMENTAL INC. NVLAP Lab Code 10189641 TABLE: PLM BULK ANALYSIS, PERCENTAGE COMPOSITION BY VOLUME RES Job Number. RES 353728-1 Client Schaan Environmental Testing Client Project Numbed P.O.: 17-0715 Client Project Description: Fleming Daft Samptes Received: July 06, 2017 aw..�afccm Ereeie.a-car t.5•f CQtii` inaaezmn lin rvr�eemsGtte^:mDct Method- EPA BOCIR-031116 - Short Report, Bull �NC�Tned 2 Maur Date Samples Analysed: July 06, 2017 ualEsirmaw,Tumamund: rs Acf=TremoliWActinofite Client Lab L Asbestos Content Non Non Sample B)Number AS a Asbestos Fibrous Number Y Physical Part Mineral Visual Fibrous Components E Description j Estimate Components R (%} (%) (ab) ('A SM 24 EM 18907ful NotArietyzed per Ciient Request SM 2-5 EM 1880765 Not Analyzed per Client Request SM 2-0 EM 1690700 Not Analyzed per Client Request SM 2-7 EM 1 S907G7 Not Analyzed per Client Request INS 1.1 ENI 1890708 A Tart S pink fibrous material 100 ND g5 5 SM 3-1 EM 1890769 A White palm ^,5 ND 0 100 B White terdlrre 25 Chrysotile 3 0 07 C Pinklbrown drywall 00 ND 50 50 SM 3-2 EM 1 OW770 Not Analyzed per Client Request, SM 33 EM 1890771 Not Analyzed per Client Request. SM 4-1 EM 1890772 Not Analyzed per Client Request SM 4-2 EM 1890773 Not Analyzed per Client Request S16143 EM 1890774 NotAnalyzed per Client Request TEM Analysis recommended for aManica0y bound material (Le.. floor tile) A PLM vesuhs are ct%. P: a3rG-1rfE f'. 3Qa1>1i^'f r}9t:cga+5eeet, Swlr tt0, perrtr, CO iLL+'f P�=p= 191 >`jhrAni Grigg Analyst! Data OA I 12 r A � t sato« mwo vo whuom SASUV rffi u xr =,. v►.a � �+*L � VMA ;m turww+ Z-- NYx+ q ur4T.O.r,o ertg'+..�nt !lCt3t� �'3 ARI%h rueAl a+14+M 'd111 9Y�iF swim sy'itxdt+il 'plai " AWO wdwd w+uver04t a++a[,yy 'wanors�; 4 `;• or" 'on 'I1"1 Vr33'=fY ' On w was 'VAM Owl yzswia s - wm Wp y "lei I t n 13 SET assumes no liability for any loss, injury, claim or damages arising directly or indirectly from any use or reliance on this report or the opinions expressed herein. SET makes no risk assessment, warranty, guarantee or insurance policies of any kind, express or implied. This report is limited only to the samples taken and locations sampled. There are no risk assessments, warranties, guarantees, or insurance available or provided by SET. Additional sampling may be needed to further identify other pollutants, or other mold/fungus affected areas inside the subject property. This report was prepared pursuant to the contract SET has with the client. That contractual relationship included an exchange of information about the subject property that was unique and between SET and its client and serves as the basis upon which this report was prepared. Because of the importance of the communication between SET and its client, reliance or any use of this report by anyone other than the client, for whom it was prepared, is prohibited and therefore not foreseeable to SET. No warranty is made. SET liability and that of contractors and subcontractors arising from any service rendered hereunder shall not exceed the total fee paid by the client to SET. Thank you for the opportunity to work with you on this project. Please call at 720.323.3949 with any questions or concerns. Thank you. Sincerely, Blake Bradley Schaan Environmental Testing Colorado State Certified Asbestos Inspector, 16862 Certified Mold Inspector and Assessor 15 Colorado f)epartnmcit of Public Fir drh and Environment ASBESTOS CERTIFICATION* This e<ni6es that Blake Bradley Certification No,; 16962 has met the requirements of 25.7-507, C-R.S, and Air Quality Control Commission Regulation No. 9, Part B. and is hercby certified by the static of Colorado in the tullowing discipline: Building inspector* issued: Juga IS, 2016 F:tpires: Juty Ji, I017 •rAut nrtlfh',a'h tzfi/wYJMMeru+wWwsfr .: . W uM;a �w•••`•.mYcww.. a.+re nt"t��una��,•ewr.. -.r+a 0— Colorado ofPub t of Public flealth and Environment ASBESTOS CONSULTING FIRM This certifies that Schaan Environmental Testing Registration No.: ACF - 19783 has met the registration requirements of 25-7-507. C.R.S. and the Air Quality Control Commission Regulation No. 9, Pan B. and is hereby authorized to perform asbestos consulting activities as required under Regulation No 9. Part B, in the state of Colorado Issued: July 20, 2016 Expires: July 26. 2017 timaw.ertreo., sant 16 RECEIVED JAN '( � 2018 Pei Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 Prepared October 3, 2017 City of Prepared for: /�w o�wmEw— cjpe APPROVED Mr. Jim Crump�leviewed for Code ComoliaMe@ Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Plans arnmer ate VAftys of wnnit: rhe asuance of o permir a app,,W of plom speNficariom aad COmparaoa.s short /W( be o perm,( for, oI on opproml of, any vlo(arlan to any Of the provisions *Mw bulking code a of any Ciry txdownces. permits pnsumbp to pNe mdh OO vbrare syconcer rhe pnavisicm of Me & ft todrs a other or06ranca o! rhe City shop not be vttHd. REPORT PREPARED BY: MERLO CONSULTING ENGINEERS, LLC ENGINEERING FORENSICS 88 Inverness Circle East - Building C102 Englewood, Colorado 80112-5506 Phone 303-721-0100 Toll Free 1-877-721-0100 Fax 303-721-6341 �q'ol Tbb 1q:?, Cffl, of , ... heat Rfd9e MERLO CONSULTING ENGINEERS, LLC ENGINEERING FORENSICS 88 Inverness Circle East — Building C102 Englewood, Colorado 80112-5506 Phone 303-721-0100 Toll Free 1-877-721-0100 Fax 303-721-6341 October 3, 2017 Mr. Jim Crump Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Re: Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 Dear Mr. Crump: As requested our office performed a structural investigation of the subject residential duplex damaged by a fire. As part of our investigation, we visited the site on September 18, 2017. Photographs taken during our site visit (attached to the Appendix of this report) document the observed conditions and are considered illustrative and corollary to the written portions of this report. The photo numbers referenced in this report refer to the digits preceding the ".JPG" portion of the filename adjacent to each photo. Purpose and Scope The purpose of this investigation is to provide structural repair recommendations to mitigate the fire damage to the structure. This report is based on items that were visible during our site visit. If other conditions are discovered, our office reserves the right to amend this report accordingly. This report does not include repairs to finish materials and mitigation of smoke odor. Description The subject property consists of a single -story wood framed structure with two residential units and two single -car attached garages. The exterior walls are covered with anchored brick veneer and the roof is covered with asphalt shingles. For orientation purposes, the front of the building faces east. Information obtained Mr. Jim Crump Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Re: Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 from the Jefferson County Assessor indicates that the duplex was constructed in 1969. A fire occurred at the building resulting in damage to the wall, ceiling, and roof framing. The subsequent sections of this report discuss our observations and the repairs required to mitigate the fire damage. Observations and Findin-gs During our site visit we observed the following: o The roof consisted of a 2x6 rafters at 24 inches on center, 2x8 hip rafters, 2x8 valley rafters, and 2x6 ridges. The garage roof framing consisted of trusses at 24 inches on center. The west top chord of the garage trusses extended to a north -south beam at the west edge of the rear patio cover. The roof was a 4:12 pitch. The ceiling rafters consisted of 2x6's at 16 inches on center. o The wall framing consisted of 2x4's at 16 inches on center with a double top plate. The exterior wall sheathing primarily consisted of fiberboard. The window and door headers were double M's, with the exception of the two east wall windows, the overhead garage door, and the doorway at the west wall of the garage. o The wall framing damage was limited to the northwest corner of 3695, where the double top plate and exterior sheathing were damaged (photos 140-143). o At 3695, the roof framing damage included the northwest hip rafter, northeast hip rafter, southeast valley rafter, north -south ridge, the rafters that connect to these members, the garage roof trusses, and the patio cover rafters. The roof framing damage at this unit was approximately 85% affected by the fire. o At 3685, the damage was limited to the garage roof trusses and patio cover. o The separation wall between the two units was located between the two single car garages. There was no draft stop in the attic space. Merlo Consulting Engineers, LLC Page 2 of 5 Mr. Jim Crump Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Re: Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 Repair Recommendations The structural repair plan is included with this report as Attachment 1. The following items are required to mitigate the fire damage (See Attachment 1 for details): 1. Verification of dimensions and conditions. 2. Temporary shoring, bracing and weather protection as necessary. 3. Roof/Ceiling Framing: a. Exposing the beam at the west edge of the patio cover to verify a minimum of (2) 2x12's. b. 3685: i. Removing and replacing the roof and ceiling framing at the garage and back patio cover with pre -fabricated wood trusses. ii. Installing blocking, attic ventilation, insulation baffles, hangers, and uplift anchors as specified. iii. Removing and replacing approximately 500 square feet of roof sheathing. c. 3695: i. Removing and replacing the roof and ceiling framing at the garage, back patio cover, and living areas with pre -fabricated wood trusses. ii. Installing blocking, attic ventilation, insulation baffles, hangers, and uplift anchors as specified. iii. Removing and replacing approximately 2050 square feet of roof sheathing. Merlo Consulting Engineers, LLC Page 3 of 5 Mr. Jim Crump Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Re: Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 4. Wall Framing: a. Removing and replacing approximately 18 feet of the damaged double top plate at the northwest corner. b. Installing framing straps at the splices in the double top plate as specified. c. Removing and replacing approximately 12 square feet of exterior sheathing. d. Installing approximately 10 feet of 2x4 blocking in between the wall studs. The new and existing exterior sheathing are to be nailed to the blocking. e. Removing the existing headers at both overhead garage doors and replacing with (2) 13/4"x9'/4" LVL's. New double 2x4 jack and king studs are to be installed at both ends of the doorways. The existing header is not adequate to support the roof loads. f. Removing the existing header at the sliding glass door of 3695 and replacing with (2) 13/"x7'/4" LVL's. New double 2x4 jack and king studs are to be installed at both ends of the doorway. New double 2x4 squash blocks are to be installed at the floor rim joist directly under the jack studs. The existing header is not adequate to support the roof loads. g. Removing the existing header at the north window of the 3695 northwest bedroom and replacing with (2) 13/4"x7'/4" LVL's. New double 2x4 jack studs and a single king stud are to be installed at both ends of the window opening. New double 2x4 squash blocks are to be installed at the floor rim joist directly under the jack studs. The existing header is not adequate to support the roof loads. 5. Fire Separation: a. Installing a draft stop in the attic space to separate 3685 and 3695. b. Installing not less than %2 inch gyp board on the garage/living area common walls in accordance with 2012 IRC R302.6. Merlo Consulting Engineers, LLC Page 4 of 5 Mr. Jim Crump Jim Black Construction 12279 Pennsylvania St Thornton, CO 80241 Re: Structural Investigation 3685/3695 Lewis Street Wheat Ridge, Colorado Your Job No. Fleming 17-0807STR Our File No: 1749.80 c. Installing %" Type -X gyp board at the garage ceilings. d. Installing %" Type -X gyp board, in accordance with UL Design U3O5, on both sides of the wall between the two garages. We trust that this report is self-explanatory, however if you have any questions, please feel free to contact our office. Very truly yours, Merlo Consulting E y - y° r'f �Anthony,C. Merlc 'Professeonal Eng 1--l' ACM 31328 Enclosures: Structural Repair Plan - 5 Sheets 60 Photographs Merlo Consulting Engineers, LLC Page 5 of 5 Attachment 1 Structural Repair Plan Merlo Consulting Engineers, LLC STRUCTURAL PLAN NOTES AND SPECIFICATIONS 1. CURRENT CODES AND CRITERIA 2012 INTERNATIONAL RESIDENTIAL CODE W/ WHEAT RIDGE AMENDMENTS SNOW LOAD: GROUND = 30 psf WIND SPEED (3 SECOND GUST), EXPOSURE B, Vasd = 105 mph, Vult = 136 mph SEISMIC CATEGORY B 2. PURPOSE OF DRAWINGS TO PROVIDE STRUCTURAL DETAILS FOR REPAIR OF FIRE DAMAGE TO RESIDENTIAL DUPLEX. THESE DRAWINGS ARE FOR THE PURPOSE OF RETURNING THE STRUCTURE TO ITS PRE -LOSS STRENGTH, LEVEL OF SAFETY, AND OCCUPANCY CLASSIFICATION ONLY AND ARE NOT AN ENDORSEMENT OF THE ORIGINAL LOAD PATHS AND MAIN LATERAL LOAD RESISTING SYSTEM. 3. GENERAL THIS SET OF DRAWINGS IS BASED ON THE OBSERVABLE CONDITIONS DURING A SITE VISIT ON SEPTEMBER 18, 2017. IF CONDITIONS SHOWN ON DRAWINGS DIFFER FROM FIELD CONDITIONS, OUR OFFICE IS TO BE CONTACTED SO THAT CONDITIONS MAY BE EVALUATED AND DRAWINGS REVISED AS NECESSARY. CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. ALL AFFECTED SUBCONTRACTORS SHALL BE PROVIDED WITH A FULL SET OF THESE PLANS BY THE CONTRACTOR. CONTRACTOR SHALL MAKE PROVISIONS FOR WEATHER PROTECTION OF STRUCTURE DURING REPAIRS. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING, BRACING, MEANS AND METHODS OF CONSTRUCTION, JOB -SITE SAFETY, AND JOB -SITE SUPERVISION. FIELD CHANGES SHALL BE PERFORMED ONLY WHEN CONTRACTOR HAS RECEIVED WRITTEN APPROVAL FROM ENGINEER. OUR OFFICE SHALL BE NOTIFIED AND GRANTED ACCESS TO SITE TO PERFORM CONSTRUCTION OBSERVATIONS OF THE ITEMS INCLUDED IN THESE DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING SITE VISITS WITH OUR OFFICE AND SHALL PROVIDE 48 HOURS NOTICE. ALL ITEMS SHALL REMAIN EXPOSED AND ACCESSIBLE UNTIL SUCH OBSERVATIONS ARE PERFORMED. CONTRACTOR SHALL NOT SCALE FROM DRAWINGS. 4. FRAMING SPECIFICATIONS NAILING PATTERNS SHALL BE IN ACCORDANCE WITH 2012 INTERNATIONAL RESIDENTIAL CODE TABLE R602.3(1) UNLESS NOTED OTHERWISE. NEW SAWN LUMBER SHALL BE KILN -DRIED DOUGLAS FIR -LARCH OR HEM -FIR NO. 1 OR NO. 2 VISUALLY GRADED IN ACCORDANCE WITH WWPA OR WCLIB STANDARDS. NEW ROOF SHEATHING SHALL MATCH EXISTING THICKNESS AND BE APA RATED EXTERIOR GRADE ORIENTED STRAND BOARD OR C -DX PLYWOOD. NEW ROOF SHEATHING SHALL HAVE A MINIMUM SPAN RATING OF 32/16 AND BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. NAILING PATTERN OF NEW ROOF SHEATHING TO FRAMING SHALL BE IN ACCORDANCE WITH 2012 IRC TABLE R602.3(1). 5. PRE -FABRICATED WOOD ROOF TRUSSES (NEW) TRUSS MANUFACTURER SHALL VERIFY ALL DIMENSIONS IN THE FIELD. TRUSS SHOP DRAWINGS FOR NEW TRUSSES, STAMPED BY A COLORADO PROFESSIONAL ENGINEER, SHALL BE PROVIDED TO OUR OFFICE PRIOR TO FABRICATION. TRUSS FABRICATION DRAWINGS SHALL INCLUDE INFORMATION REQUIRED BY 2012 IRC R802.10.1. ROOF TRUSS DESIGN CRITERIA (NON-REDUCIBLE): DEAD LOAD: 8 POUNDS PER SQUARE FOOT (psf) TOP CHORD, 7 psf BOTTOM CHORD BALANCED SNOW LOAD: 30 psf - ROOF UNBALANCED SNOW LOADS SHALL BE CONSIDERED IN ACCORDANCE WITH SECTION 7 OF ASCE 7-10 WITH A GROUND SNOW LOAD = 30 psf. IF TRUSS MANUFACTURER REQUIRES ASSISTANCE IN DETERMINING THESE LOADS, CONTACT OUR OFFICE. WIND: EXPOSURE B - Vult = 136 mph (3 SECOND GUST) OCCUPANCY CATEGORY II WIND SPEED PER ASCE 7-10 ANALYSIS LOAD DURATION FACTOR = 1.15 (SNOW) DEFLECTION LIMITATIONS: L/240 AT SNOW/LIVE LOADS PLUS ONE-HALF DEAD LOAD CREEP INCREASE FACTOR: 1.5 ATTIC LOADS SHALL BE PER 2012 IRC R301.5 ROOF TRUSSES SHALL BE FABRICATED BY THE TRUSS MANUFACTURER TO SAFELY CARRY THE DESIGN LOADS OVER THE SPANS SHOWN. TRUSS DESIGN SHALL MEET ALL APPLICABLE PROVISIONS OF THE LATEST EDITIONS OF TRUSS PLATE INSTITUTE ANSI/TPI 1 AND 2012 IRC R802.10. MEMBERS AT ALL JOINTS SHALL FIT TIGHT TO BEAR WOOD TO WOOD. CONNECTOR PLATES SHALL BE UNDAMAGED WHEN TRUSSES ARE ERECTED AND SHALL BE WELL EMBEDDED AND ACCURATELY ALIGNED. SPLICES SHALL BE LOCATED ONLY WHERE SHOWN ON APPROVED SHOP DRAWINGS. NO TRUSS MEMBERS SHALL BE CUT OR SPLICED IN THE FIELD. TEMPORARY BRACING USED DURING INSTALLATION OF THE TRUSSES IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF BUILDING COMPONENT SAFETY INFORMATION (BCSI) BOOK: GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. ALL TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT BRACING, WALL SHEATHING, AND ROOF SHEATHING ARE INSTALLED. TRUSS MANUFACTURER SHALL DEPICT LOCATIONS OF ALL COMPRESSION WEB BRACING ON THE SHOP DRAWINGS. BRACED COMPRESSION WEB MEMBERS SHALL HAVE CONTINUOUS LATERAL BRACING (2 x 4 MINIMUM) OR OTHER EQUIVALENT METHODS SUCH AS T -BRACES OR I -BRACES. LINES OF CONTINUOUS LATERAL BRACING SHALL HAVE DIAGONAL BRACING OR BE ANCHORED IN ACCORDANCE WITH THE LATEST EDITION OF BUILDING COMPONENT SAFETY INFORMATION (BCSI) BOOK: GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. T -BRACES AND I -BRACES SHALL CONSIST OF 2 x 4's MINIMUM ON 90% OF THE WEB MEMBER AND BE NAILED TO THE WEB MEMBER WITH 16d NAILS AT 8" O.C. TRUSS TOP CHORDS SHALL BE FULLY SHEATHED. TRUSS BOTTOM CHORDS SHALL HAVE MINIMUM OF 5/8 INCH GYPSUM CEILING BOARD OR 1/2 INCH SAG -RESISTANT GYPSUM CEILING BOARD ATTACHED IN ACCORDANCE WITH THE REQUIREMENTS OF THE BUILDING DEPARTMENT OR BE BRACED IN ACCORDANCE WITH TRUSS MANUFACTURER'S RECOMMENDATIONS AND TRUSS PLATE INSTITUTE STANDARDS, UNLESS NOTED OTHERWISE. TRUSS UPLIFT ANCHORS: EACH NEW TRUSS SHALL BE TIED TO THE TOP PLATE: OF THE SUPPORTING NEW EXTERIOR WALL SHEATHING SHALL MATCH EXISTING THICKNESS AND BE OSB STRUCTURAL SHEATHING. SHEATHING SHALL BE WALLS WITH A SIMPSON H2.5A ANCHOR OR APPROVED EQUAL AT EACH END, UNLESS NOTED INSTALLED IN ACCORDANCE W/ MANUFACTURER'S RECOMMENDATIONS. NAILING PATTERN SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLANS. OTHERWISE: 8d NAILS AT 6" O.C. AT PANEL EDGES, 12" O.C. IN THE FIELD OF THE PANEL. ALL PANEL EDGES SHALL BE BACKED BY AND NAILED TO 2 x 4 FRAMING. WALL SHEATHING SHALL BE COVERED WITH A WEATHER RESISTIVE BARRIER IN ACCORDANCE WITH THE >" „ APPLICABLE BUILDING CODES.0AA ALL SPECIFIED NAILS ARE COMMON WIRE NAIL SIZE: RI 16d NAILS SHALL BE 3 1/2" LONG AND HAVE A DIAMETER = 0.162". 10d NAILS SHALL BE 3" LONG AND HAVE A DIAMETER = 0.148" 1 t` 8d NAILS SHALL BE 2 1/2" LONG AND HAVE A DIAMETER = 0.131" 6d NAILS SHALL BE 2" LONG AND HAVE A DIAMETER = 0.113". ®s oeo�s• L (_ LVL's: SHALL BE 2.0E LVL MICROLLAM AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. E = 2,000,000 psi, Fb = 2600 psi, PIR Fv = 285 psis DATE: MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East- Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET ACM RAP 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@merlo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO KEY: (N) = NEW (E) = EXISTING ATTIC DRAFT STOP (N) PER 2012 IRC R302.12.1 10'-6" 5/8" TYPE -X GYP BOARD EACH — FACE OF WALL (N). APPLY AT RIGHT ANGLES OR PARALLEL TO STUDS. FASTEN TO FRAMING W/ 6d COATED NAIL, 1 7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. 27-8" UL DESIGN U305. 8'-7" 1 (2) 1 3/4" x 7 1/4" LVL's (N), (2) 2 x 4 JACK STUDS, PLUS EX E EXPOSE BEAM TO VERIFY\BLOCK 4 KING STUDS EACH END (N). PROVIDE (2) 2 x 4 SQUASH (N) AT FLOOR RIM JOIST DIRECTLY UNDER (2) 2 x 4 JACK STUDS RIDGE 2 x MIN. TRUSS (N) POST (E) TRUSS (N) SIMPSON LUS24 (N) OR EQUIV., TYP. TRUSS (N) > v D ^ z (2) x 8 () (2) 2 K 8 (E) (2) 2 8 (E) TRUSS (N) clii - Z Z Z Z Z Z Z Z Z z 2 Z }���{( m m m CO) i (0 (0 h rn W cn U) 0 rn 0 U) 0 co N N 0 U W U) U) rn U) w U cn co <n rn cn a> D 7 Z) 7 K ¢ Ir C I=cr r W > TRUSS (N) F F H F F H H H F F- H H W�> I - TRUSS (N) > ka GIRDER TRUSS (N) 24", TYP. N TRUSS N) I I MUSS (N) ��Q 2 x 10 (E) 9 1/41 LVL's (N)2 1 /4" x () 2 x 10 (E) _ TRUSS (N) 4 x 2 PURLINS w TRUSS (N) oo x c� (2) 2 x 4 JACK STU S (N) wN PLUS (2) 2 x 4 KINO @ 24" O.C. (N) TRUSS GIRDER RUSS (N) TRUSS (N) RIDGE TRUSS (N) TRUSS (N) > v ^ z z —u% TRUSS (N) clii - > J TRUSS (N) }���{( m m m CO) i (0 (0 m m rn 0)�- U) rn U) w U cn co <n rn cn a> K ¢ Ir C I=cr r W > TRUSS (N) W�> > - TRUSS (N) > ka TRUSS (N) 24", TYP. N I MUSS (N) 113/4- 9 1/41 LVL's (N)2 1 /4" x 1/4" VL's _ TRUSS (N) TRUSS (N) w TRUSS (N) oo x c� (2) 2 x 4 JACK STU S (N) wN PLUS (2) 2 x 4 KINO STUDS (N) GIRDER RUSS (N) x Or Z z z z z z z z Z z z z C �Q r H I- H f F H I- I- 3685 3695 (2) 1.5" x 8.5" (E) TRUSS (N) 27'-10" ROOF - PARTIAL PLAN VIEW 0 5' 10' MERLO CONSULTING ENGINEERS, LLC 88 Invemess Circle East- Building C102 303-721-0100 Englewood, CO 80112-5506 Fax 303-721-6341 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 PROPERTY ADDRESS: 3685/3695 LEWIS STREET WHEAT RIDGE, COLORADO TRUSS (N) REMOVE AND REPLACE DAMAGED (2) 2 x 4 TOP PLATE. INSTALL SIMPSON ST2215 FRAMING STRAP AT SPLICES IN DOUBLE TOP PLATE. (2) 1 3/4" x 7 1/4" LVL's (N), (2) 2 x 4 JACK STUDS, PLUS (1) 2 x 4 KING STUD EACH END (N). PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM JOIST D DIRECTLY UNDER (2) 2 x 4 JACK STUDS T - (2) SIMPSON H2.5A (N) OR EQUIV. AT BOTH ENDS OF GIRDER TRUSS. - SIMPSON TJC37 (N) OR EQUIV., TYP. - SIMPSON THJA26 (N) OR EQUIV., TYP. �A 41'-9" T 2 x 4 @ 16" O.C. DDUBLE TOP PLATE (E), T -P. WALL HEIGHT = T-9 1/2" (2) 2 x 4 STUDS (N) UNDER TRUSS, PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM T-2" JOIST DIRECTLY UNDER (2) 2 x 4 STUDS NORTH TRUSS (N) REG/ : , :z 31328 z® . 6 0o r3 NOTE: ATTIC ACCESS SHALL BE '� : •• PROVIDED PER 2012 IRC R807 611— AS AMENDEC BY WHEAT RIDGE. 11—ASAMENDECBYWHEATRIDGE. ��( eseeae•e \` DATE: /0-3-,1 DESIGN: DRAWN: REVISION: JOB NO: SHEET: ACM RAP 0 1749.80 2 KEY: (N) = NEW (E) = EXISTING - TRUSS (N) PER PLAN, TYP. TO BE DESIGNED AND FABRICATED BY 4 x 2 AT 24" O.C. (N). OTHERS PER SPECIFICATIONS SHEET 1. NAIL TO TOP CHORD WJ HEEL HEIGHT TO MATCH EXISTING (2) 16d NAILS TRUSS (N) PER PLAN, TO BE DESIGNED RAFTERS. AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT 2 x 4 BLOCKING (N), TYP. TO MATCH EXISTING RAFTERS. ROOF SHEATHING (N) PER SPECIFICATIONS SHEET 1 8d NAIL �cil� 2" 6" O.C. (N) V -NOTCH BLOCKING (N), TYP. 12 NAIL ROOF SHEATHING TO 14 BLOCKING W/ 8d NAIL AT 6" O.C. USE BAFFLES TO MAINTAIN VENTILATION SPACE. 5/8" TYPE -X GYP. -/ �— SIMPSON H2.5A (N) SIMPSON H2.5A (N) BOARD AT GARAGE OR EQUIV. OR EQUIV. CEILING (N) SOFFIT VENTILATION TO WALL FRAMINGBE 3.2 SQ. IN/FT NET FREE PER PLAN WALL FRAMING VENTILATING AREA. PER PLAN NOT LESS THAN 1/2" GYP. BOARD PER 2012 IRC R302.6 (N). e 313 CJ's' •®� • N n t SECTION A -A DATE: �0"3'1? 0 1 5 MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East - Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET ACM RAP 0 1749.80 3 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO KEY: (N) = NEW (E) = EXISTING 8d NAIL @ 6" O.C. (N) TRUSS (N) PER PLAN, TYP. TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1 HEEL HEIGHT TO MATCH EXISTING RAFTERS. VALLEY TRUSS PER PLAN, TYP. 2 x 4 BLOCKING (N), TYP. 2 x 4 BLOCKING (N) ROOF TOP ATTIC VENTILATION TOTAL NET VENTILATING AREA = 414 SQ. IN PER UNIT ROOF SHEATHING (N) PER SPECIFICATIONS SHEET 1 TRUSS (N) PER PLAN, TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT TO MATCH EXISTING RAFTERS. 4 1 8d NAIL @ 2„ 12 6" O.C. (N) V -NOTCH BLOCKING (N), TYP. 14 NAIL ROOF SHEATHING TO \\ BLOCKING W/ 8d NAIL AT 6" O.C. USE BAFFLES TO MAINTAIN VENTILATION SPACE. TYPE -X GYP.F5/8" SIMPSON H2.5A (N) OR EQUIV. SIMPSON H2.5A (N) OR EQUIV. BOARD AT GARAGE SOFFIT VENTILATION TO CEILING (N) 2 x 4 BLOCKING (N) BE 3.2 SQ. IN/FT NET FREE VENTILATING AREA. WALL FRAMING PER PLAN NOT LESS THAN 1/2" GYP. BOARD PER 2012 IRC R302.6 (N). WALL FRAMING PER PLAN � GjSr�l�;® f.a •_ 3132? < a SECTION B -B DATE: 0 1 5 MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East- Building C102 303-721-0100 Englewood, CO 80112-5506 Fax 303-721-6341 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@merlo4n6.com Toll Free 877-721-0100 PROPERTY ADDRESS: 3685/3695 LEWIS STREET WHEAT RIDGE, COLORADO 0v —3 -r7 DESIGN: DRAWN: REVISION: JOB NO: SHEET: ACM RAP 0 1749.80 4 KEY: ROOF TOP ATTIC VENTILATION TOTAL NET (N) = NEW 2 x 4 BLOCKING (N) VENTILATING AREA = 414 SQ. IN PER UNIT (E) = EXISTING TRUSS (N) PER PLAN, TO BE DESIGNED ROOF SHEATHING (N) PER AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET( SPECIFICATIONS SHEET 1. HEEL HEIGHT TO MATCH EXISTING RAFTERS. 4„ TRUSS (N) PER PLAN, TO BE DESIGNED + AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT 2" TO MATCH EXISTING RAFTERS. - 4" j V -NOTCH BLOCKING (N), TYP. , NAIL ROOF SHEATHING TO 2" BLOCKING W/ 8d NAIL AT 6" O.C. + V -NOTCH BLOCKING (N), TYP. USE BAFFLES TO MAINTAIN 8d NAIL @ NAIL ROOF SHEATHING TO VENTILATION SPACE. + 6" O.C. (N) BLOCKING W/ 8d NAIL AT 6" O.C. 12 12 USE BAFFLES TO MAINTAIN 8d NAIL @ 41 14 VENTILATION SPACE. 6" O.C. (N) + NAIL TRUSS VERTICALS SIMPSON H2.5A (N) TOGETHER W/ (4) 16d NAILS SIMPSON H2.5A (N) 5/8" TYPE -X GYP. BOARD AT SIMPSON H2.5A (N) OR EQUIV. OR EQUIV. GARAGE CEILING (N) OR EQUIV. SOFFIT VENTILATION TO SOFFIT VENTILATION TO BE 3.2 SQ. IN/FT NET FREE WALL FRAMING BE 3.2 SQ. IN/FT NET FREE VENTILATING AREA. BEAM PER PLAN PER PLAN VENTILATING AREA. OVERHEAD DOOR HEADER (N) PER PLAN (2)2x4 PLATE (� 2x4STUD ( 16" O.C. (E) 2 x 4 BLOCKING (N) NAIL NEW AND EXISTING SHEATHIP TO BLOCKING 0 1' SECTION D -D 8d NAIL AT 4" O.C. (N) SECTION C -C 0 1 5 } EXTERIOR SHEATHING (N) EXTERIOR SHEATHING (E) BRICK VENEER (E) :a 3138 AFF • • �4��\`��y%'1 ON DATE: /0-3-1-7 MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East- Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET ACM RAP 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO 5 Appendix A Photographs 9-18-17 Merlo Consulting Engineers, LLC 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 P9180137.JPG 09/18/2017 09/18/2017 09/18/2017 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC P9180142.JPG 09/18/2017 1/10 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 09/18/2017 09/18/2017 09/18/2017 3180146.J PG 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC 09/18/2017 2/10 1`0 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 09/18/2017 09/18/2017 09/18/2017 09/18/2017 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC 3/10 3685/3695 Lewis St, Wheat Ridge, CO s x ■, all File No. 1749.80 09/18/2017 )180156.JPG 09/18/2017 09/18/2017 09/18/2017 P9180159.JPG 09/18/2017 Merlo Consulting Engineers, LLC 09/18/2017 4/10 r 118016i.JPG 09/18/2017 3685/3695 Lewis St, Wheat Ridge, CO V'..' !� 10 File No. 1749.80 09/18/2017 P9180163.JPG 09/18/2017 P9180164.JPG 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC 09/18/2017 5/10 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 NwI-H 09/18/2017 09/18/2017 3 tits A " I � Pr ir -�- A"t!"t P9180169.JPG 09/18/2017 09/18/2017 P9180171.J F 09/18/2017 .1' Merlo Consulting Engineers, LLC 09/18/2017 6/10 / °`v 09/18/2017 P9180171.J F 09/18/2017 .1' Merlo Consulting Engineers, LLC 09/18/2017 6/10 r- 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 09/18/2017 09/18/2017 09/18/2017 3 P9180176.JP 09/18/2017 P9180177.JPG 09/18/2017 Merlo Consulting Engineers, LLC P9180178.JPG 09/18/2017 7/10 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 14 09/18/2017 f. F 3180181.JPG 09/18/2017 3180180.J PG 09/18/2017 P9180182.JPG 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC F'918U184.JPG 09/18/2017 8/10 3180181.JPG 09/18/2017 3180180.J PG 09/18/2017 P9180182.JPG 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC F'918U184.JPG 09/18/2017 8/10 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 09/18/2017 P9180187.JPG 09/18/2017 09/18/2017 P9180188.JPG 09/18/2017 P9180189.JPG 09/18/2017 Merlo Consulting Engineers, LLC 09/18/2017 9/10 3685/3695 Lewis St, Wheat Ridge, CO File No. 1749.80 09/18/2017 09/18/2017 09/18/2017 09/18/2017 09/18/2017 Merlo Consulting Engineers, LLC P9180196.JPG 09/18/2017 10/10 STRUCTURAL PLAN NOTES AND SPECIFICATIONS 1. CURRENT CODES AND CRITERIA 2012 INTERNATIONAL RESIDENTIAL CODE W/ WHEAT RIDGE AMENDMENTS SNOW LOAD: GROUND = 30 psf WIND SPEED (3 SECOND GUST), EXPOSURE B, Vasd = 105 mph, Vult = 136 mph SEISMIC CATEGORY B 2. PURPOSE OF DRAWINGS TO PROVIDE STRUCTURAL DETAILS FOR REPAIR OF FIRE DAMAGE TO RESIDENTIAL DUPLEX. THESE DRAWINGS ARE FOR THE PURPOSE OF RETURNING THE STRUCTURE TO ITS PRE -LOSS STRENGTH, LEVEL OF SAFETY, AND OCCUPANCY CLASSIFICATION ONLY AND ARE NOT AN ENDORSEMENT OF THE ORIGINAL LOAD PATHS AND MAIN LATERAL LOAD RESISTING SYSTEM. 3. GENERAL THIS SET OF DRAWINGS IS BASED ON THE OBSERVABLE CONDITIONS DURING A SITE VISIT ON SEPTEMBER 18, 2017. IF CONDITIONS SHOWN ON DRAWINGS DIFFER FROM FIELD CONDITIONS, OUR OFFICE IS TO BE CONTACTED SO THAT CONDITIONS MAY BE EVALUATED AND DRAWINGS REVISED AS NECESSARY. CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. ALL AFFECTED SUBCONTRACTORS SHALL BE PROVIDED WITH A FULL SET OF THESE PLANS BY THE CONTRACTOR. CONTRACTOR SHALL MAKE PROVISIONS FOR WEATHER PROTECTION OF STRUCTURE DURING REPAIRS. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING, BRACING, MEANS AND METHODS OF CONSTRUCTION, JOB -SITE SAFETY, AND JOB -SITE SUPERVISION. FIELD CHANGES SHALL BE PERFORMED ONLY WHEN CONTRACTOR HAS RECEIVED WRITTEN APPROVAL FROM ENGINEER. OUR OFFICE SHALL BE NOTIFIED AND GRANTED ACCESS TO SITE TO PERFORM CONSTRUCTION OBSERVATIONS OF THE ITEMS INCLUDED IN THESE DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING SITE VISITS WITH OUR OFFICE AND SHALL PROVIDE 48 HOURS NOTICE. ALL ITEMS SHALL REMAIN EXPOSED AND ACCESSIBLE UNTIL SUCH OBSERVATIONS ARE PERFORMED. CONTRACTOR SHALL NOT SCALE FROM DRAWINGS. 4. FRAMING SPECIFICATIONS NAILING PATTERNS SHALL BE IN ACCORDANCE WITH 2012 INTERNATIONAL RESIDENTIAL CODE TABLE R602.3(1) UNLESS NOTED OTHERWISE. NEW SAWN LUMBER SHALL BE KILN -DRIED DOUGLAS FIR -LARCH OR HEM -FIR NO. 1 OR NO. 2 VISUALLY GRADED IN ACCORDANCE WITH WWPA OR WCLIB STANDARDS. NEW ROOF SHEATHING SHALL MATCH EXISTING THICKNESS AND BE APA RATED EXTERIOR GRADE ORIENTED STRAND BOARD OR C -DX PLYWOOD. NEW ROOF SHEATHING SHALL HAVE A MINIMUM SPAN RATING OF 32/16 AND BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. NAILING PATTERN OF NEW ROOF SHEATHING TO FRAMING SHALL BE IN ACCORDANCE WITH 2012 IRC TABLE R602.3(1). 5. PRE -FABRICATED WOOD ROOF TRUSSES (NEW) TRUSS MANUFACTURER SHALL VERIFY ALL DIMENSIONS IN THE FIELD. TRUSS SHOP DRAWINGS FOR NEW TRUSSES, STAMPED BY A COLORADO PROFESSIONAL ENGINEER, SHALL BE PROVIDED TO OUR OFFICE PRIOR TO FABRICATION. TRUSS FABRICATION DRAWINGS SHALL INCLUDE INFORMATION REQUIRED BY 2012 IRC R802.10.1. ROOF TRUSS DESIGN CRITERIA (NON-REDUCIBLE): DEAD LOAD: 8 POUNDS PER SQUARE FOOT (psf) TOP CHORD, 7 psf BOTTOM CHORD BALANCED SNOW LOAD: 30 psf - ROOF UNBALANCED SNOW LOADS SHALL BE CONSIDERED IN ACCORDANCE WITH SECTION 7 OF ASCE 7-10 WITH A GROUND SNOW LOAD = 30 psf. IF TRUSS MANUFACTURER REQUIRES ASSISTANCE IN DETERMINING THESE LOADS, CONTACT OUR OFFICE. WIND: EXPOSURE B - Vult = 136 mph (3 SECOND GUST) OCCUPANCY CATEGORY II WIND SPEED PER ASCE 7-10 ANALYSIS LOAD DURATION FACTOR = 1.15 (SNOW) DEFLECTION LIMITATIONS: L/240 AT SNOW/LIVE LOADS PLUS ONE-HALF DEAD LOAD CREEP INCREASE FACTOR: 1.5 ATTIC LOADS SHALL BE PER 2012 IRC R301.5 ROOF TRUSSES SHALL BE FABRICATED BY THE TRUSS MANUFACTURER TO SAFELY CARRY THE DESIGN LOADS OVER THE SPANS SHOWN. TRUSS DESIGN SHALL MEET ALL APPLICABLE PROVISIONS OF THE LATEST EDITIONS OF TRUSS PLATE INSTITUTE ANSI/TPI 1 AND 2012 IRC R802.10. MEMBERS AT ALL JOINTS SHALL FIT TIGHT TO BEAR WOOD TO WOOD. CONNECTOR PLATES SHALL BE UNDAMAGED WHEN TRUSSES ARE ERECTED AND SHALL BE WELL EMBEDDED AND ACCURATELY ALIGNED. SPLICES SHALL BE LOCATED ONLY WHERE SHOWN ON APPROVED SHOP DRAWINGS. NO TRUSS MEMBERS SHALL BE CUT OR SPLICED IN THE FIELD. TEMPORARY BRACING USED DURING INSTALLATION OF THE TRUSSES IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF BUILDING COMPONENT SAFETY INFORMATION (BCSI) BOOK: GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. ALL TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT BRACING, WALL SHEATHING, AND ROOF SHEATHING ARE INSTALLED. TRUSS MANUFACTURER SHALL DEPICT LOCATIONS OF ALL COMPRESSION WEB BRACING ON THE SHOP DRAWINGS. BRACED COMPRESSION WEB MEMBERS SHALL HAVE CONTINUOUS LATERAL BRACING (2 x 4 MINIMUM) OR OTHER EQUIVALENT METHODS SUCH AS T -BRACES OR I -BRACES. LINES OF CONTINUOUS LATERAL BRACING SHALL HAVE DIAGONAL BRACING OR BE ANCHORED IN ACCORDANCE WITH THE LATEST EDITION OF BUILDING COMPONENT SAFETY INFORMATION (BCSI) BOOK: GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. T -BRACES AND I -BRACES SHALL CONSIST OF 2 x 4's MINIMUM ON 90% OF THE WEB MEMBER AND BE NAILED TO THE WEB MEMBER WITH 16d NAILS AT 8" O.C. TRUSS TOP CHORDS SHALL BE FULLY SHEATHED. TRUSS BOTTOM CHORDS SHALL HAVE MINIMUM OF 5/8 INCH GYPSUM CEILING BOARD OR 1/2 INCH SAG -RESISTANT GYPSUM CEILING BOARD ATTACHED IN ACCORDANCE WITH THE REQUIREMENTS OF THE BUILDING DEPARTMENT OR BE BRACED IN ACCORDANCE WITH TRUSS MANUFACTURER'S RECOMMENDATIONS AND TRUSS PLATE INSTITUTE STANDARDS, UNLESS NOTED OTHERWISE. TRUSS UPLIFT ANCHORS: EACH NEW TRUSS SHALL BE TIED TO THE TOP PLATE OF THE SUPPORTING NEW EXTERIOR WALL SHEATHING SHALL MATCH EXISTING THICKNESS AND BE OSB STRUCTURAL SHEATHING. SHEATHING SHALL BE WALLS WITH A SIMPSON H2.5A ANCHOR OR APPROVED EQUAL AT EACH END, UNLESS NOTED INSTALLED IN ACCORDANCE W/ MANUFACTURER'S RECOMMENDATIONS. NAILING PATTERN SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLANS. OTHERWISE: 8d NAILS AT 6" O.C. AT PANEL EDGES, 12" O.C. IN THE FIELD OF THE PANEL. ALL PANEL EDGES SHALL BE BACKED BY AND NAILED TO 2 x 4 FRAMING. WALL SHEATHING SHALL BE COVERED WITH A WEATHER RESISTIVE BARRIER IN ACCORDANCE WITH THE s, APPLICABLE BUILDING CODES.RLQ f A R y ALL SPECIFIED NAILS ARE COMMON WIRE NAIL SIZE: v 16d NAILS SHALL BE 3 1/2" LONG AND HAVE A DIAMETER = 0.162".13 e 10d NAILS SHALL BE 3" LONG AND HAVE A DIAMETER = 0.148" 8d NAILS SHALL BE 2 1/2" LONG AND HAVE A DIAMETER = 0.131" fit' Q' 6d NAILS SHALL BE 2" LONG AND HAVE A DIAMETER = 0.113". �O e®® 4: �� ••eeoes••s \�i . LVL's: SHALL BE 2.0E LVL MICROLLAM AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. E = 2,000,000 psi, Fb = 2600 psi, fOraL Fv = 285 psi. DATE: MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East- Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET ACM RAP 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@merlo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO KEY: (N) = NEW (E) = EXISTING ATTIC DRAFT STOP (N) PER 2012 IRC R302.12.1 10'-6" 5/8" TYPE -X GYP BOARD EACH — FACE OF WALL (N). APPLY AT RIGHT ANGLES OR PARALLEL TO STUDS. FASTEN TO FRAMING W/ 6d COATED NAIL, 1 7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. 22'-8" UL DESIGN U305. 8'-7" (2) 1 3/4" x 7 1/4" LVL's (N), (2) 2 x 4 JACK STUDS, PLUS 4 KING STUDS EACH END (N). PROVIDE (2) 2 x 4 SQUASH EX EXPOSE BEAM TO VERIFY\BBLOCK 2 x 12 MIN. (N) AT FLOOR RIM JOIST DIRECTLY UNDER (2) 2 x 4 JACK STUDS POST (E) TRUSS (N) SIMPSON LUS24 (N) OR EQUIV, TYP. D z _ TRUSS TRUSS TRUSS (2) 2 x 8 () z m z m (2) 28 (E) 6 z m (2) 2 8 (E) D j W I- Z) _ H '.- > F- } J ) TRUSS TRUSS TRUSS W JQ 7 U) m m m m m m m > m m m m m m m m m m m m > D m m D m m > z z z z z z Z z z Z > > D it it 0: ir D fr > m > m > m m m 0: �Q Ef TRUSS 2 1/4" x co U) TRUSS U) U) �1z TRUSS W w GIRDER JRUSS(N) STU )S (N) m Ix of fl� Er ir GIRDER TRUSS (N) ~ ~ ~ ~ ~ ~ ~ F ~ TRUSS (N) 2x O(E), 1 () 2 x 0 (E) TRUSS (N) 4 x 2 PURLINS t I Q 24'10.C. (N) TRUSS (2) 113/4- � 9 1/41 LVL'S (2) 2 x 4 JACK PLUS (2) 2 x 4 KIN STUDS (N) 1->C3685 3695 TRUSS x N (2) 1.5" x 8.5"(E) 11 _5'" 11'-51" --- -- 27,_10" ROOF - PARTIAL PLAN VIEW 0 5' 10' MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East - Building C102 303-721-0100 Englewood, CO 80112-5506 Fax 303-721-6341 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 w TRUSS (N) REMOVE AND REPLACE DAMAGED (2) 2 x 4 TOP PLATE. INSTALL SIMPSON ST2215 FRAMING STRAP AT SPLICES IN DOUBLE TOP PLATE. /// (2) 1 3/4"x 7 114' LVL's (N), (2) 2 x 4 JACK STUDS, PLUS (1) 2 x 4 KING STUD EACH END (N). PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM JOIST ffD DIRECTLY UNDER (2) 2 x 4 JACK STUDS - (2) SIMPSON H2.5 m N PROPERTY ADDRESS: 3685/3695 LEWIS STREET WHEAT RIDGE. COLORADO 2 x 4 @ A (N) OR EQUIV. AT BOTH ENDS OF GIRDER TRUSS. - SIMPSON TJC37 (N) OR EQUIV., TYP. - SIMPSON THJA26 (N) OR EQUIV., TYP. �A �B 16" O.C. DOUBLE TOP PLATE (E), TYP. WALL HEIGHT = 7'-9 1/2" (2) 2 x 4 STUDS (N) UNDER TRUSS, PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM JOIST DIRECTLY UNDER (2) 2 x 4 STUDS 3'-2" 41'-9" 24", TYP. FC'-XO NORTHF- 31328 TRUSS (N) e ° CV ° GJ V •p ,�a T. NOTE: ATTIC ACCESS SHALL BE PROVIDED PER 2012 IRC R807 ASAMENDEL'BYWHEAT RIDGE. DATE: 1O'3- lrJ DESIGN: DRAWN: REVISION: JOB NO: SHEET: ACM RAP 0 1749.80 2 [ z _ TRUSS TRUSS TRUSS z m z m z m z m z m 6 z m z14 m Z :1 a D j W I- Z) _ H '.- > F- } J ) TRUSS TRUSS TRUSS W JQ 7 TRUSS m o ) I TRUSS 2 1/4" x 1/4" L's TRUSS TRUSS TRUSS w GIRDER JRUSS(N) STU )S (N) (2) 2 x 4 JACK PLUS (2) 2 x 4 KIN STUDS (N) 1->C3685 3695 TRUSS x N (2) 1.5" x 8.5"(E) 11 _5'" 11'-51" --- -- 27,_10" ROOF - PARTIAL PLAN VIEW 0 5' 10' MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East - Building C102 303-721-0100 Englewood, CO 80112-5506 Fax 303-721-6341 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 w TRUSS (N) REMOVE AND REPLACE DAMAGED (2) 2 x 4 TOP PLATE. INSTALL SIMPSON ST2215 FRAMING STRAP AT SPLICES IN DOUBLE TOP PLATE. /// (2) 1 3/4"x 7 114' LVL's (N), (2) 2 x 4 JACK STUDS, PLUS (1) 2 x 4 KING STUD EACH END (N). PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM JOIST ffD DIRECTLY UNDER (2) 2 x 4 JACK STUDS - (2) SIMPSON H2.5 m N PROPERTY ADDRESS: 3685/3695 LEWIS STREET WHEAT RIDGE. COLORADO 2 x 4 @ A (N) OR EQUIV. AT BOTH ENDS OF GIRDER TRUSS. - SIMPSON TJC37 (N) OR EQUIV., TYP. - SIMPSON THJA26 (N) OR EQUIV., TYP. �A �B 16" O.C. DOUBLE TOP PLATE (E), TYP. WALL HEIGHT = 7'-9 1/2" (2) 2 x 4 STUDS (N) UNDER TRUSS, PROVIDE (2) 2 x 4 SQUASH BLOCK (N) AT FLOOR RIM JOIST DIRECTLY UNDER (2) 2 x 4 STUDS 3'-2" 41'-9" 24", TYP. FC'-XO NORTHF- 31328 TRUSS (N) e ° CV ° GJ V •p ,�a T. NOTE: ATTIC ACCESS SHALL BE PROVIDED PER 2012 IRC R807 ASAMENDEL'BYWHEAT RIDGE. DATE: 1O'3- lrJ DESIGN: DRAWN: REVISION: JOB NO: SHEET: ACM RAP 0 1749.80 2 KEY: (N) = NEW (E) = EXISTING 5/8" TYPE -X GYP. J BOARD AT GARAGE CEILING (N) TRUSS (N) PER PLAN, TYP. TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT TO MATCH EXISTING RAFTERS. 2 x 4 BLOCKING (N), TYP. SIMPSON H2.5A (N) OR EQUIV. WALL FRAMING PER PLAN NOT LESS THAN 1/2" GYP. BOARD PER 2012 IRC R302.6 (N). 4 x 2 AT 24" O.C. (N). NAIL TO TOP CHORD W/ (2) 16d NAILS TRUSS (N) PER PLAN, TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT TO MATCH EXISTING RAFTERS. ROOF SHEATHING (N) PER SPECIFICATIONS SHEET 1 8d NAIL @ 6" O.C.(N) 12 14 SIMPSON H2.5A (N) OR EQUIV. WALL FRAMING PER PLAN t 4" .2" J V -NOTCH BLOCKING (N), TYP. NAIL ROOF SHEATHING TO BLOCKING W/ 8d NAIL AT 6" O.C. USE BAFFLES TO MAINTAIN VENTILATION SPACE. SOFFIT VENTILATION TO BE 3.2 SQ. IN/FT NET FREE VENTILATING AREA. 31326 �? �sS NA SECTION A -A DATE: 0 1 5 10-3-1? MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East - Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@merlo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO ACM RAP 3 KEY: (N) = NEW (E) = EXISTING 8d NAIL @ 6" O.C.(N) TRUSS (N) PER PLAN, TYP. TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1 HEEL HEIGHT TO MATCH EXISTING RAFTERS. VALLEY TRUSS PER PLAN, TYP. 2 x 4 BLOCKING (N), TYP. 2 x 4 BLOCKING (N) ROOF TOP ATTIC VENTILATION TOTAL NET VENTILATING AREA = 414 SQ. IN PER UNIT ROOF SHEATHING (N) PER SPECIFICATIONS SHEET 1 TRUSS (N) PER PLAN, TO BE DESIGNED AND FABRICATED BY OTHERS PER SPECIFICATIONS SHEET 1. HEEL HEIGHT TO MATCH EXISTING RAFTERS. 12 4 8d NAIL @ 6" O.C.(N) 4., 2" - V -NOTCH BLOCKING (N), TYP. NAIL ROOF SHEATHING TO BLOCKING W/ 8d NAIL AT 6" O.C. USE BAFFLES TO MAINTAIN VENTILATION SPACE. 5/8" TYPE -X GYP. F SIMPSON H2.5A (N) OR EQUIV. SIMPSON H2.5A (N) OR EQUIV. BOARD AT GARAGE SOFFIT VENTILATION TO CEILING (N) 2 x 4 BLOCKING (N) BE 3.2 SQ. IN/FT NET FREE VENTILATING AREA. WALL FRAMING PER PLAN NOT LESS THAN 1/2" GYP. BOARD PER 2012 IRC R302.6 (N). SECTION B -B 0 1 5 WALL FRAMING PER PLAN �t,0 o• R EGIs ����.°�•CHAR(Fs .w 6 31328 F • �� DATE: /0.3 -(i MERLO CONSULTING ENGINEERS, LLC 88 Inverness Circle East- Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET ACM RAP 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@merlo4n6.com Toil Free 877-721-0100 WHEAT RIDGE, COLORADO 4 KEY: ROOF TOP ATTIC VENTILATION TOTAL NET (N) = NEW (E) = EXISTING 2 x 4 BLOCKING (N) VENTILATING AREA = 414 SQ. IN PER UNIT TRUSS (N) PER PLAN, TO BE DESIGNED AND FABRICATED BY OTHERS PER ROOF SHEATHING PER SPECIFICATIONS SHEET 1. HEEL HEIGHT SPECIFICATIONS SHEET ET 'I TO MATCH EXISTING RAFTERS. TRUSS (N) PER PLAN, TO BE DESIGNED 4 AND FABRICATED BY OTHERS PER +— SPECIFICATIONS SHEET 1. HEEL HEIGHT 2'• TO MATCH EXISTING RAFTERS. - 4„ + V -NOTCH BLOCKING (N), TYP. NAIL ROOF SHEATHING TO 2„ BLOCKING W/ 8d NAIL AT 6" O.C. + V -NOTCH BLOCKING (N), TYP. USE BAFFLES TO MAINTAIN 8d NAIL @ NAIL ROOF SHEATHING TO VENTILATION SPACE. + 6" O.C. (N) BLOCKING W/ 8d NAIL AT 6" O.C. 12 12 USE BAFFLES TO MAINTAIN 8d NAIL @ 4 14 VENTILATION SPACE. 6" O.C. (N) + NAIL TRUSS VERTICALS SIMPSON H2.5A (N) TOGETHER W/ (4) 16d SIMPSON H2.5A (N) 5/8" TYPE -X GYP. BOARD AT SIMPSON H2.5A (N) OR EQUIV. NAILS OR EQUIV. GARAGE CEILING (N) OR EQUIV. SOFFIT VENTILATION TO SOFFIT VENTILATION TO BE 3.2 SQ. IN/FT NET FREE BE 3.2 SQ. IN/FT NET FREE VENTILATING AREA. BEAM PER PLAN WALL FRAMING PER PLAN VENTILATING AREA. OVERHEAD DOOR HEADER (N) PER PLAN (2)2x4" PLATE (H 2x4STUD ( 16" O.C. (E) 2 x 4 BLOCKING (N) NAIL NEW AND EXISTING SHEATHIP TO BLOCKING 0 1' SECTION D -D 8d NAIL AT 4" O.C. (N) SECTION C -C 0 1 5 } EXTERIOR SHEATHING (N) EXTERIOR SHEATHING (E) BRICK VENEER (E) wa. 3325 ONA DATE: -3-0 MERLO CONSULTING ENGINEERS, LLC 88Inverness Circle East - Building C102 303-721-0100 PROPERTY ADDRESS: DESIGN: DRAWN: REVISION: JOB NO: SHEET: Englewood, CO 80112-5506 Fax 303-721-6341 3685/3695 LEWIS STREET 0 1749.80 CIVIL AND STRUCTURAL ENGINEERING FORENSICS info@medo4n6.com Toll Free 877-721-0100 WHEAT RIDGE, COLORADO ACM RAP 5 c 3= i INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB 'FOUNDATION INSPECTIONS DATE I INSPECTOR COMMENTS: Footings/Caissons Stemwall /'(CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof / French Drain Sewer Service Lines Water Service Lines ' POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED ' CONCRETE SLAB FLOOR Electrical'(Underground) Plumbing (Underground) ..`Heating (Underground). 3 DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED ROUGHS ~r. Sheathing Lath / Wall tie r ; Mid-Roof Electrical Service Rough Electric Rough Plumbing', Gas Piping'- Rough Mechanical ABOVE INSPECTIONS TO BE SIGNED PRIOR TO PROCEEDING Framing Insulation w Drywall Screw FINALS Electrical Plumbing Mechanical' Roof ` . Building Final Fire Department R.O.W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS Parking & Landscaping. SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS. "'NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING,. BUILDING AND PUBLIC WORKS BEI=OREA CERTIFICATE OF OCCUPANCY. ISiSSUED.. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY. OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER ♦ ♦ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i~ mr - JobAddress: '36A-0-'; f rn„r Permit Number: 6q;?9(3 n ~(9r1 ❑ No one available for inspection: Time 0!5C AM PM Re-Inspection required: Yes No "When corrections have been made, call for re-inspection at 30~3-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE r Building Inspection Division 1 (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: dF,r3* Job Address: 'a~n~n-~ LFrc/rC Sf Permit Number: a?/~ ❑ No one available for inspection: Time f AM Re-Inspection required: Yes No ' When corrections have been made, call for re-inspection at 30J3-234-5933 Date: Inspector: ,t> !C ; y DO NOT REMOVE THIS NOTICE I" r~~-- it Fee 1 Valuation Tax OTAL 3 pF'N~E'?t,9 City of Wheat Ridge Building Division Date: 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ' Fax: 303-235-2857 Plan °pcoRPp° Inspection Line: 303-234-5933 permit 16a Building Permit Application 3606- 36CP Lavin- Property Owner (please print): Q,,;kk Phone: 303 ~3 Z - ~ty63 Mailing Address: (if different than property address) Address: X1 Ls- Swab 1e. S City, State, Zip: l e is. mac. nne~ Lo spa 1!5- 'C,ontraCtQt: ~F~rz~S .~.±rcr~. C~nO~i.~ ~inc.• Contractor License Phone: 3C>-2 - Zg D - 305 Electrical City License Plumbing City License Mechanical City License Company: Company Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: l Use of space (description): Construction Value: $ - Id q escnptfon of'wOr w (as calculated per the suildin Valuation Dap sheet) Plan Review (due at time of submittal): $ Sq. Ft./L.Ft added: Squares 91 BTU's Gallons Amps OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. CIRLCE ONE:: (OWNER) (CONTRACTOR) or PERSONAL REPRESEN TIVE of (0 ER) (CONTRATOR) PRINT NAME: l~d`v r... c]..SoMrac,- SIGNATURE: ,7 Dater i COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 O(fice ' (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: F..v,fL 42rzr Job Address/Permit Number: 3G~s-9s .C w~s s*• _ P. o7i1 ~ S ❑ No one available for inspection: Time S AM/PM ~ Re-Inspection required: ~ *When corrections have been made, call for re-inspection at 303-234-5933 Date: 1217~07 Inspector: DO NOT REMOVE THIS NOTICE 1, City of Wheat Ridge Residential Roofing PERMIT - 071278 PERMIT ]V0: 071278 ISSUED: 11/20/2007 JOB ADDRESS: 3685-95 Lewis St. EXPIRES: 05/18/2008 DESCRIPTION: T/O; Replace w/ Tamko 30 yr Heritage. 46 sqs. , ~ CONTACTS owner 303/594-3671 Bill Fleming gc 303/761-6400 J. Bretz ry,. 01-8116 Excel Roofing, Inc.: PARCFL INFO ZONE COL)E: UA SUBDIVISION: 0633 USE: r_3 BLOCK/LOT#: 0/ ~ pFg cUMMA.Y.Y Permit Fee Total V'aluation Use Tax. TOTAL ESTIMATED PROJECT VALUATION: FEES 217.50 .00 146.56 364.06 8,142.00 Comments: 6 nail installation & mid roof inspection required. . ' I hereby cwrtify that the eetback disGances proposed by this permit application are acc.rate, and tlo not violate gpp' ordinances, rules or regulations of the City of Wheat Ridqe or covenants, easements or restrictions of recoYd;.[hBG.i) measurements shown, and allegations nade are accurate; that i have read and agree to abide by all conditione pi'inttd: application and that I assume full responsibzlity for compliance wi[h the Wheat Ridge Huilding Code (I.B.C) and a12tl applicable wheat Ridge Ordinances, fl>r work aander this permiC. Ylans sub)ect Co field inspection. . . Signature of contractor/owner date 1. This permit was issued in acmrdance with the provisions set Eorth in your application and is eubject to CF1e laiae.'State of Colorado and to the zonillg aegulations and euilding Codes of wheat eidge, Colorado or any other applicaUl ordinances of the City. 2. This pexmi[ shall expire 180 days fmm the issue date. Requests for an extension must be received prior to ezpiTBL` date An extenston may be qrantec3 at the discretion of the Buildiny Official. 3. IF this permit expires, a new permit may be acquired for a fee of one-half [he amount r.oimaily required, providLd9 changea have been or wi11 be made in [he original plans and specifications and any suspension or abandonmenE<ha9'Ai exceeded one (1) year. If changes have been or if suspension or abandonmen[ exceeds one (1) year, full feea ehalI. be paid for a new permit. . 9. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. ' 5. Contrac[or shall notify the Building Tnspector twen[y-four (24) hours in advance for all inspecCions and ehdll seci written approval on inspection card before proceeding with successive phases of the job. a. The issuance of a ae-rmit or the approval of drawings and specifica[ions sha11 no[ be construed [o be a peimit foL,' an approvaa/✓/violation of the provisions of the building codes or any other ordinance, law, rule ot cCyulaCi All plan e~ ~s subject to field inspec[ions. Signature da[e INSPECTIQN REQUEST LINE: (303)234-5933 BUILDING OFFZCE: (303)235-2855 REQUESTS MUST BE MADE BY 3PPR ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS INSPECTION RECORD OccupancvlTvne crINSPECTION LINE: (303) 234-5933 Inspections will not be made unless this card is posted on the buiiding site Call by 3:00 PM to receive inspection the following business day. INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DpTE INSPECTOR INITIALS COMMENTS: FootingslCaissons Stemwall / (CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof / French Drain Sewer Service Lines Water Service Lines CONCRETE SLABFLOOR Electrical (Underground) Pfumbing (Underground) Heating (Underground) DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED ROUGHS Sheathing Lath / Wall tie Mid-Roof c7 KC Electrical Service Rough Electric Rough Plumbing Gas Piping Rough Mechanical Hd W t InSrCG I IvnJ w o[ am Framing Insulation Drywall Screw FINALS Electrical Plumbing Mechanicai 12oof -7 0 7 e ~ Building Final Fire Department R.O.W & Drainage START ALL ROUTING ONE WEEK PRIOR TO FINAL INSPEC710NS. Parking R Landscaping **NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A CERTIFICATE OF OCCUPANCY IS /SSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION OF A CERTIFIGATE OF OCCUPANCY NOR PERMI SSION FOR OCCUPANCY. OCCUPANCY NOT PERMITTED UNTIL GERTIFIGAI t Ur uVLurHrvIL, T 'J wour-u PROTEGT THIS CARD FROM THE WEATHER City of Wheat Ridge Residential Roofing PERMIT - 071278 PERMIT N0: 071278 ISSUED: 11/20/2007 SOB ADDRESS: 3685-95 Lewis St. EXPIRES: 05/18/2008 DESCRIYTION: T/O; Replace w/ Tamko 30 yr Heritage. 46 sqs. CONTACTS owner 303/594-3671 Bill Fleming gc 303/761-6400 J. Bretz 01-8118 Excel Roofing, Inc. PARCEL INFO ZONE CODE: UA USE: r-3 SUBDIVISION: 0633 BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: 8,142.00 FEES Permit Fee Total Valuation 217.50 .00 ~ Use Tax 146.56 TOTAL 364.06 Comments 6 nail installation & mid roof inspection required. I hereby certify that the setback 3istances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of wheat Ridge or covenants, easements or restrictions of record; that all measur snts shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this appl' ti n and that I assume full responsibility for compliance wieh the wheat xidge Building Code (i.H.C) and all other ap i ab-e e t Ridqe Ordinances, Eor work under ehia pezmit. Plans subject to field inspection. of contractor/ovmer date 1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and [o the zoning Regulations and 9uilding Codes of wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permi[ shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. 3. If this permit expires, a new permi[ may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonmevt has not exCee9ed one (1) year. If changes have been or iE s'uspension or abandonment exceeds one ;1; year, full fees shall be paid for a new permit. 4. No work of any manner sha11 be done that will change the natural Elow oE water causing a drainage problem. 5. Contzactor shall notify the Huildin9 Inspector twenty-four (2e) hours ir. advance for all inspections and sha11 receive written approval on inspection card beEOre proceeding with successive phases of the job. 6. The iasuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an aporova o ny violation of the provisions of the building codes or any other ordinance, law, rule or regulation. A11 plpy }~~s subject to field inspections. Siqnatur~yjof C4/ief Building Official date INSPE&ION R&QUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUES7'S MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. I)EPARTIVIENT OF PLANNING AND DEVELOPMENT Building Yermit Number: oF w"E'r,~ BUILDING INSPECTION LINE - 303-234-5933 Date: CPTY OF WHEAT RIDGE ° m 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (3,y03-235-2854~~y~5pA p~~ ~OC Oft P0~ 4~1PP~~4+.P~dd N-Y PropertyOwner: 810- CL'r-cv"`O"~' PropertyAddress:3(.,~ 4 Va45 Phone: 3)5-I4-3~.'71 Contractoi License No.: Company CXCr--y (Zs~.~F1NC~ Phone:31'I loi-1o4~ OWNEA/CONIRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMIiN'Y I hereby ceRify that the setback distances proposed by this peimit applicazioa aze aeeurate, md do not violate applieable ordinances, niles or cegulafions of the Ciry of Wheat Ridge or wvenanis, eascmenis ot rrstrictions of record; that all meazucemrnts shown, md allegafions made aze accurak; that I have read md agree tn abide by all conditious priated on this epplication md tLat I assume full responsibility-tnr complia¢ce with thc Wheat Ridge Building Code (U.B.C) aad all o[hec appiicahLe Wheat Ridge Ordiaances, for work u¢dec this pecmit J/ / ~ (ONNER)(COR): SIGNF.D DA TE ConstructionValue: 8,1 42' Permit Fee: Plan Review Fee: Use Tax: Total: Description: Pev'VLOU4 L K '944~. a.~tc~ Qe~o~aZe. 0. 7c-,-~ i l BUII.DING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: Approval: Zoning: BUILOING COMMENTS: Approval: PUBLIG WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residenrial Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expirarion Date: Approval: APProval: APProval: (1) Tltis pexmit waz issued in accordance wilh ihe Provisions set forth i¢ your applicaCOn md is mbject to the laws of the State of Colorado md to the Zoning Regulations and Building Codes of Wheat Ridgq Colo[ado oc any otha applicaWe ordinmees of the City. (Z) '1Lis peimit shall expixe if (A) the work awhodud is not wmmmced witliln sixty (60) daYS from issue date or (B) the 6uildinH authorized is suspmded or abendoned for a period of 120 days. (3) if tlils pumit expaes, a new pe[mit may be acqui[ed for a fee of one-half 1he emount noemally required, providrd no changes have b<en or will be made ia tlie originalplans md specifica¢ous md a¢y supeosioaoc abandoommShav notezeeededone (1) yeaz. If changes havebeen ocifsuspeusion orabandonment exceedt o¢e (1) yeaz, full fees shall be paid for a¢ew peimit. (4) No wock of any mamer shall be dane that will change the natural flow of wafec causing adrainage problem. (5) ConhacMCShallnotifylheBuildinBlasPeetortwmty-foua(24)houcsiaadvaacefocallinspectonsandshallroceivewdttenapprovaloninspec¢oncazdbefore ptaceedi¢g with ruccessive phazes of thejob. (6) The issuence of a peimit oc the %PProvaL of dcavrings md spaificaCOns shall not be consGUed to be a permit for, nor an approval of, any vioLation of tha pcovisions of the building eodes ot any other oxdinance, law, nile or mguLatioa. Lito 0 Chief Building Inspector