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HomeMy WebLinkAboutB17-1036 040-280-094 (2)Department of-Development Services-. Tim Snellings,'Director Pete 91orco, Assi nt Director B17-1036 ,, B-f, C2 G id1-�11t �K11t}f1!) roti j 1: 530.538.7601 butt dTl oevecoi t - :,`t �. 530.538.7785 I y V •' __.w = 4 J O.L:�' 24-: ?il l REMODEL/ADDI1CIL 0-a 10P1–RECHECK 2 June 23, 2017 E-3�' ams .� JOHN C. `ANDERSON C'� C`0�© 2395 ALBA AVE. ' CHICO, CA 95926 - ,, - - ! �•. � -, ' Assessor Parcel Number: 040-280-094 _ Building Permit Nuinber:_B17:1Q36 Plan Check-#.I I Description: Remodel and addition to an existing residence GG /'Z. Occupancy Classification: R3/ U�_�U'""'—� ' Construction Type: VB' Stories:- Fire, tories:- Fire Sprinklers: No i6 "ZZ Building Total'Area: Addition 1,176 sf • INC Z'3� • • .. • �� X27 8 .. •• .. ' Thank you for submitting permits for your building project. The permit documents have been reviewed and comments'are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re-check and. approval of this project. Please provide two revised plan sets with .your response. ' GENERAL COMMENTS: GG •` 1. 'Add the 2016 California Residential Code to the applicable codes. 2. , Provide proof the garage conversion'to a recreation_ room was done wit a rmit. Cann t i�nd h�tq�y .own a pe i for th U neer i n`'nter• r wall a d gar a d, ori fil ��lets�o��°�T Oi LS/!"lD� . 9 fi1e6 ,t.W�AS; sl:5 2- j A7 /s E l See X5/91. _ ARCHITECTURAL COMMENTS:__tG_. 3. Amend the plans to indicate that�the.floors and walls above bathtubs with installed shower heads and in shower' compartments shall be finished with a nonabsorbent surfacel a� �d su I surfaces sha�1 extepd t hei ht f not less than 6 feet above the floor. C.R.C. Section R307.2.6ps2� �aan1S 4. Amend the plans to indicate that glazing in the following locations to be tempered. C.R.C. ~ e o 8. A. In all fixed and operable panels of swinging,, sliding and bifold doors.C.R.C_. Section R308.4.1. B. In an individual fixed or operable panel 'adjacent to a door where the where the bottom edge of the glazing is less than 60.inches above the floor or walking surface and it meets'either of the following: C.R.C. Section 308.4.2 I. The glazing is within 24 inches of either side of the door in the'plane of the door in a closed position. 2.The glazing in on a wall perpendicular to the plane of the door in a-closed position and within 24 inches of the hinge side of an in-swinging door. D. Glazing in walls, enclosures or,feiices containing or facing hot tubs, whirlpools, saunas, ste'am'room, bathtubs ' and showers, and indoor or outdoor swimming'' ools where the bottom exposed edge of the glazing is less than 60 inches, measured vertically above the standing'or walking surface. C.R.C. Section R308.4.5 5. Amend the plans to indicate smoke alarms in the following locations: C.R.C. Section R314 © 9fji ' A. In each sleeping room. B. Outside each separate sleeping area in the immediate vicinity of the bedrooms 6. Note on the plans t a carbnn,monoxide alarms shall be installed in the following locations. C.R.C. Section R315.3. A. Outside of each separate sleeping area in the immediate vicinity of the bedrooms. B. On every occupiable level of the dwelling unit, including basements. C. Where a fuel -burning appliance is located wiih a bedroom or its -.attached bathroom, a carbon monoxide alarm shall be installed within the bedroom. ` 7. Add a note on the plans that lots shall be graded to drain surface water away from foundatign —11s The $rade shall fall a minimum of 6. inches within the first 10 feet, 5%. C:R.C. Section 8401.3. 5G/Yo (/� � /41 8. Amend the plans to'show the required under -floor ventilation. C.R.C. Section R408.1. Provide calculations on the plans to show the required total of under -floor ventilation area to be provided. Minimum net area of ventilation openings shall not be less than 1 s. f. for each 150 s. f. of under -floor area. Exception. 1 s. f. for each 1500 s. f. of under-flo may b d where a lass 1 va or retarder material is used to cover the ground surface). �e 7 lal A4 A/A 9. Amend the plans to indicate.that at least one under fl orn.opening shall be within 3 feet of each corner of the building. C.R.C. Section R408:1.. 10. Amendtans o prov a access toa�ll under-flo r s a�g�G Se io 8408. ,7�_ 40447A A. Access thru the floor shall be a minimum of 18 inches by 24 inches. B. Access thru a perimeter wall shall be not less than 16 inches by 24 inches. 11. Provide a note on the plans that approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall,cavity or penetration of water to the building structural framing components. Self - adhered membranes used as flashing shall comply with AAMA 711. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 714. The ashing shall extend to: the surface of the exterior wall finish: C.R.C. Section R703.4. SP? A0/, 77 f44- 12. Amend the plans to indicate the following for the stucco. C.R.C. Section R703.7.2. �G //e A. Plastering with cement plaster shall not be less than three coats where applied over metal lath or wire fabric lath and not less than two coats where applied.over masonry. B. .A minimum 0.019 -inch (No. 26 galvanized sheet gage), corrosion -resistant weep screed or plastic weep screed, with a minimum vertical attachment flange of 3 '/z inches`shall be provided at or below the foundation plate line on the exterior stud walls in accordance with ASTM C926. The weep screed shall be placed not less than 4 inches above the earth or 2 inches above paved areas and shall be of a type that will allow trapped water to'drain to the exterior of the building. The weather -resistant barrier shall lap the attachment flange. The exterior lath shall cover and terminate on the attachment flange of the weep screed. C.R.C. Section R703.7.2.1. C. Where plaster is applied over wood–based sheathing, shall include a water -resistive vapor–permeable barrier with a performance at least equivalent to two layers of grade*D paper. C.R.C. Section 8703.6.3 13. Clearly show with details, etc. how the cross attic ventilation is being provided. Indicate required quantity of vents and specify type, net size and location of the vents being installed. On additions the calculati takei t a ount of any vents being closed off or removed due to the addition. C.R.C. Section 806.2. L 14. Provide an attic.access. imun size 22 incg4es b 30 i hes C.R.C. Section R807.1.� liT3C..ve� 2IA3 15. Amend the plans to show that the chimney shall extend at least 2 feet higher than any portion of a building within 10' feet, but shall not be jess�t� n(% ee2t a,,,{{{o/v�e th hest o' t where f j ► asses t�ryu t ro C. C. Section R1003.9. !2 ' /1(Oj �J T �21& Alit l ' �f� �eV� ELECTRICAL COMMENTS 16. Amend the plans to show that all 125 -volt, single-phase, 15 & 20 -ampere receptacles in . the loc�atons s e f 0. / � J1... have (GFCI)ground-fault circuit -interrupter protection for personnel. C.E.C. Article 218(A A. -Bathrooms B. Outdoors C. Sinks — where receptacles are installed within.6 feet of the outside edge of the sink. D. Bathtubs or shower stalls —where receptacles are installed within 6 feet of the outside edge of the bathtub or shower stall. 17. Amend the plans to specify all 120 -volt, single phase, 15- and 20 -ampere branch circuits supplying outlets (i.e., receptacles lights, smoke detectors, etc.)' installed in dwelling unit kitchens, family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms, sunrooms, recreation rooms, closets, hallways, laundry areas, or similar rooms or areas shall be protected by a listed combination -type arc-fau�ltcircuij.w terlup ter, installed to provide protection of the entire branch circuit.. C:E.C. Article 210.12(A). C /YDSZVV X4/1 18. Amend the plans to show outlets in every kitchen, family room, dining room, living room, parlor, library, den,. sunroom; bedroom room, recreation room or similar room or area of dwelling units, receptacle outlets shall be installed so that no point measured horizontally along t e flo lin i an wall space is more than 6 feet from a receptacle outlet.. C.E.C. Article 210-52. 66i!Avf4.� 19. Amend the plans to specify at least one 120 -volt, 20 -amp branch circuit shall be provided to supply a bathroom outlet(s). Such circuit shall have no other outlets. (Exception -where the circuit supplies a single bathroom, outlets for other a uit ithe a bathroom shall be permitted to be supplied.) CEC Articles 210.11(C)(3) and 210.52 �`� 20. Amend the plans to show that all non-locking ty e 125 -volt, 5 0 receptacles in the dwelling shall be tamper-resistant. C.E.C. Article 406.12(A, ge>� � 4- / 21. Fixtures, lamp' holders and receptacles outlets shall be securely supported. A fixture that weighs more than 6 pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp holder. CEC Art. 410.30 (a). Outlet;k hall he sole support for ceiling (Paddle) fans. CEC Art. 314.27 (A) & (D).' 22. Note on the plans that all luminaries located in wet locations shall be marked, "suitable for wet locations" and all luminarli js locate injdam ocat1'on ll be marked, "suitable for damp locations." CEC Article 410.10(A) ENERGY COMMENTS Jy G 23. Please list on the cover sheet all Energy requirements for the "Special Feature" (Radiant Barrier) and HERS � Verificatio Duct st'ng). California Energy Commission, Certificate of Compliance, form CF -IR e 71A* 24. Indicate on the plans that all luminaries installed in residential construction mustqua as " igh 07/0/ ca�/inaires in accordance with Table 150.0-A. 2016 California Energy Code, Section 150.0(k). 25. At outdoor lighting, amend the plans to show��1�1'ght ' , fly'' mounted to the residential building or to other buildings on the same lot are to be /1Ki�l= T A. High efficacy luminaries and B. Controlled by a.manual on and off switch and I. Controlled by a photocell and motion sensor, or 2. Photo control, or 3.Astronomical time clock, or 4. Energy management, control system (EMCS). 26. The area of the proposed residential addition exceeds 1000 square feet. Please show compliance with the California Energy Commission Standards Section 150(o) requirements for indoor air quality ventilation. Refer to the Residential Mandatory Measures form MF -1R and see Table 4-7 of the Residential Energy Compliance Manual for the required "Continuous Whole -building Ventilation Rate". I ternMent Whole -building Ventilation" is specified you must also provide the calculated cfm rating.) � �J° If a whole house fan is installed and intended for compliance.with'the re uir mdo r air quality whole -building ventilation requirement it must comply with the following: 61e /S��'e 7��/ . 1. The whole house fan 'shall be rated at a maximum of 1.0 sone: 2. The whole house fan shall have insulated louvers or a cover which closes when the fan is off. Covers or louvers, shall have a minimum insulation value of R4.2. 3'. The control switch must be labeled as the whole -building ventilation and indicate that the fan should be in operation when the home is occupied. An easy way to meet this requirement is to identify one of the bathroom. exh � st fans as the whole -building ventilation fan and provide the following: �� �' (� % E 1. The bathroom exhaust fan must have a minimum CFM rating of 75-cfm. 2. The bathroom exhaust fan is rated at a maximum of 1.0 sone. ._ 3. The control switch must -be labeled as the whole -building ventilation -and fan should operate whenever the home is occupied. CALGREEN COMMENTS G GG 27. Please provide a bathroom fan complying with the requirements of 2016 CGBC Section 4.506. Please ad this note to the plans. The bathroom exhaust fan shall be contro1�ll,dw ith midis at control capable of adjustment between a relative humidity range of 50% to 80%.IYO�B \'J S�� / 28. Please provide a Construction Waste Management form. CalGreen Section 4.408. �gyjJf LjLfi%� 29. - Pl'ease submit a (2016 CalGreen) Residential Mandatory Measures Check list. 6y`L�ll//AG 30. Please provide a plan that is implemented to manage sto water drains a duri c stiuction. CalGreen Section 4.106.2. (Show on the Site plan the proposed design.) �',8y%QG/'� STRUCTURAL COMMENTS: �7C 1. Please revise the design loads on sheet SN to match the structural .calculations, The seismic values do not match page 4 of the structural calculations and the truss design loads to match the truss alculations. PI e se revised -to o atch. Please also clarify the wind exposure factor used for wind design. S V v%Q �. 2. Specify locations of the mechanical units, if any. If supported by the new roof, please provide verification from the truss manufacturer that the trusses intended.to support the mechanical units have been des'gned tq ,Supp rt the addj na,�loac�ir and ovid re red e s and cle ances o the mechanical n'ts. �J ��� ZO n9 3. Provide shear transfer detail and specify connections required for shear transfer���eZA'.5D drag truss to the interior shear walls along wall. line B and reference detail on the roof plan. SeLp. 4.. Provide shear transfer detail of the roof d' hragm o nection to the 1.2' long interior shear wall along wall line 1.5 and reference detail on the roof plan.L�?SZ.., 5. Specify connections of he new wall top plates to the existing wall top plates adequate to transfer required lateral forces. S�� -7152-- - 6. Provide detail S as referenced on sheet S2: See 1/j2. 7: Please specify 3" xYA.229" thick anchor bolt plate washers per 2.016 CRC 602.1.1.1. 8. , Pleaseovide t regis ere design rofessionaI's seal and signature on the plans and structural calculations dee le sa a 5 pro es , Butt0 -Department•of Development Services Tir'n'Snellings, Director' ` Pete Calarco, Assistant Director A C` 136 D r' 1-C^.!intvC�4t•! v. /R( Sr 530.538.7601 N C:- Ga' REMODEL/ADDITION--RECHEcCK 2.' June 23, 2,9 JOHN C. ANDERSON- 2395 ALBA AVE., _. .CHICO',-CA, 95926 Assessor Parcel -Number:'040-280-094 } BuildinPermit Number_B17-103_Plan .:Chec.k.#1_ I Description: Remodel and addition to an existing residence Occupancy Classification: J R3/ U M#1 w4 WWL r ` C�hf f7Gy► Construction Type; VB • . - .� . • 3-�5. , Stories: 1. ` Fire Sprinklers: No �G 16 —ZZ Building Total Area: Addition .1, 176 sf •G 'Z3'Z(O Thank you for -submitting permits for your building project., The permit documents have been reviewed and comments'are listed •below. ' Please respond in writing to each comment.. Complete and clear responses will expedite the re -check and . approval of this project. Tie ase provide'•two revised'plan'sets withyouur response. GENERAL COMMENTS: GG' L, Add the 2016'6lifornia Residential Code to the applicable codes. see ``i9 Provide proof the garage,conversion to a recreation room was done wit a rmrt. Cann8t ��d h�&tq�y o a e i for . th c nver i n; nter r wall a d gar e d ori fl �io� ro�1 0i V�/►'�17 t �,. 1 6. �l 52 j All, .E-1 ARCHITECTURAL COMMENTS __A- /3 1�..._ ; . ` Amend the plans to indicate that the' floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surfacet�a�]�►d�suc 1 surface shalezteg_d't h ht f not less 1 than 6 feet above the floor: C.R.C.' Section R307.2. SCSI Te 6 0AS _ 4 aay15Z 9k �4. ' Amend the plans to indicate' that glazing in• the following locations to:be tempered. C.R.C.- Se '0 4 ./05 A., .In all fixed and operable panels of swinging, sliding and bifold doors,C.R-C: Section R308.4.1.' B.. In an individual fixed or operable panel adjacent to a door where the where the bottom -of the glazing is less than 60 inches above the floor or walking surface and it meets either of the following: C.R.C. Section 3084.2 LThe glazing is within 24,inches,of either side of the door'in'the plane of the door -in a closed position. 2. The glazing in on a wall. perpendicular -to the plane of the door in 'a closed position -and within 24, inches of the µ ' hinge side of -an in -swinging door: % ' D. Glazinein walls, enclosures -or fences containing or facing hot tubs, whirlpools, saunas, steam room, bathtubs .r and'shdwers; and indoor or outdoor swimming pools where the bottom'exposed edge of the glazing.is less than 60 ' inches; measured vertically above the standing or walking surface.`C.R;C, Section R308.4,5 �.5.. Amend the plans to indicate smoke'alarms in the following locations. ,C.R.C. Section R314.3. rjt ' N O A' I=I GL A. In each sleeping room. B. Outside. each separate sleeping. area in the immediate vicinity of the bedrooms /6. Note on the plans t a carbon monoxide alarms shall be installed in the following locations. C.R.C. Section R315.3. s� )fie ,o�A/ A. Outside of each separate sleeping area in the immediate vicinity of the bedrooms. B. On every occupiable level of the dwelling unit, including basements. C. Where a fuel -burning appliance is located with a bedroom or its attached bathroom, a carbon monoxide alarm shall.be installed within the bedroom. 7. Add a note on the plans that lots shall be graded to drain surface water away from foundati,Qn Is. T e rade shall fall a minimum of 6 inches within the first 10 feet, 5%. C.R.C. Section R401.3. ��1e Z�� ✓8. Amend the plans to show the required under -floor ventilation. C.R.C. Section R408.1. Provide calculations on the plans to show the required total of under -floor ventilation area to be provided. Minimum net area of ventilation - openings shall not be less than 1 s. f. for each 150 s. f. of under -floor area. Exception. 1 s. f. for each 1500 s. f. of ,/under-flo may b d where a lass' 1 vapor retarder material is used to cover the ground surface). , AIA5 V,9. Amend the plans to indicate that at least one undettr''-flf�or ve t' t' n opening shall be within 3 feet of each corner of the building. C.R.C. Section R408.1. e /Y / ' 0. Amend o provide access all under-flo r s a Se io R408. /Xkk 051 '`� e&�92,04VZOVtS s°ow�? oh. l,,C ,,'` A. Access thru the floor shall be a minimum of 18 inches by 24 inches. B. Access thru a perimetermall shall be not less than 16 inches.by 24 inches. V/1 1. Provide a note on the plans that approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self - adhered membranes used as flashing shall comply with AAMA 711. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 714. The flashing shall extend to the surface of the exterior wall finish: C.R.C. Section R703.4.' . s� i5(pJe 7f�L�- /12. Amend the plans to indicate the following for the stucco. C.R.C. Section R'7.03.7.2. A. Plastering with cement plaster shall not be less than three coats where applied over metal lath or wive fabric lath and not less than two coats where applied over masonry. B. A minimum 0.019 -inch (No. 26 galvanized sheet gage), corrosion -resistant weep screed or plastic weep screed, with a minimum vertical attachment flange"of 3 '/Z inches shall be provided at or below the foundation plate line on the exterior stud walls in accordance with ASTM C926. The weep screed shall be placed not less than 4 inches above the earth or 2 inches above paved areas and shall be of a type that will allow trapped water to drain to the exterior of the building. The weather -resistant barrier shall lap the attachment flange. The exterior lath shall cover and terminate on the attachment flange of the weep screed. C.R.C. Section R703.7.2.1. C. Where plaster is applied over wood -based sheathing, shall include a water -resistive vapor—permeable barrier with a, performance at least equivalent to two layers of grade D paper. C.R.C. Section R703.6.3 •-0. Clearly show with details, etc. how the cross attic. ventilation is being provided. Indicate required quantity of vents and specify type, net size and location of the vents being installed. On additions the calculatiq takeeiintgaccount of any vents being closed off or removed due to the addition. C.R.C. Section 806.2. 4 `n � * .6Y Q 14. Provide an attic access. emu size 22 inches b 30 i hes C.R.C. Section R807,1. !�3 GI''� /�3 \/1 5. Amend the plans to show that the chimney shall extend at least 2 feet higher than any portion of a building within 10 feet, but shall not be s han eet a o�v1e 72ghest. ou' at,,w,,here Pi, asses tt rruu t r2pf. C. C. Section R1003.9.e� / Z�'J.�tll' �f� c,/eV� ELECTRICAL COMMENTS ..,�16. Amend the plans to. show.that all 125 -volt, single-phase, 15 & 20 -ampere receptacles in the locations s�P�e�fI s Il have (GFCI) ground -fault circuit -interrupter protection for personnel. C.E.C. Article 210.8('A.)': A. Bathrooms ' B. Outdoors C. Sinks — where receptacles are installed within 6 feet of the outside edge'of the sink. D. • Bathtubs or shower stalls — where receptacles are installed within 6 feet of the outside edge of the bathtub or shower stall. —/17. Amend the plans to specify all 120 -volt, single phase, 15- and 20 -ampere branch circuits supplying outlets (i.e., receptacles lights, smoke. detectors, etc.) installed in dwelling unit kitchens, family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms, sunrooms, recreation rooms, closets, hallways, laundry areas, or similar rooms or areas shall be protected by a listed combination -type arc-fau��lt��cijjcui to u ter, installed to provide protection of the entire branch circuit.. C.E.C. Article 210.12(A). /YDS Z� � f /18. Amend the plans to show outlets in every kitchen, family room, dining room, living room, parlor, library, den, sunroom, bedroom room, recreation room or similar room or area of dwelling units, receptacle outlets shall be installed so that no .point measured horizontally alont e flo lin i an wall space is more than 6 feet from a receptacle outlet.. C.E.C. Article 210-52. i5 / D f�,� 19. Amend the plans to°specify at least one 120 -volt, 20 -amp branch circuit shall be provided to supply a bathroom outlet(s). Such circuit shall have no other outlets: (Exception -where the circuit supplies a single bathroom, outlets for other a ui p t Vit he—saine bathroom shall be permitted to be supplied.) CEC Articles 210.11(C)(3) and 210.52 20. Amend the plans to show that all non-locking ty a 125 -volt, 5 a 0 receptacles in the dwelling shall be tamper-resistant. C.E:C. Article 406.12(A). 5ei �` �,&I 21. Fixtures, lamp holders and receptacles outlets shall be securely supported. A fixture that weighs more than 6 pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp holder. CEC Art. 410.30 (a). Outlet bo xe h 11 n9Le u ed as the sole supportfor ceiling (paddle) fans. CEC Art. 314.27 (A) & (D). 32. Note on the plans that all luminaries located in wet locations shall be marked, "suitable for wet locations" and all / lumina+ iqs l�oc�ate¢ in,dam oca �o s shall be marked, "suitable'for damp locations." CEC Article 410.10(A) ENERGY COMMENTS Jy G 23. • Please list on the cover sheet all Energy requirements for the "Special Feature" (Radiant Barrier) and HERS VerificatioDeuct ��st'ng). California Energy. Commission, Certificate of Compliance, form CF -1 R ' / /moi 24. Indicate on the plans that all luminaries installed in residential construction must qualify asr" i cac luminaires in accordance with Table 150.0-A. 2016 California Energy Code, Section .150.0(k). Sime J / 7O/ 25. At outdoor lighting, amend the plans to showjaj1 light tly:mounted to the residential building onto other buildings on the same lot are to.be /VCM A. High efficacy luminaries and B. Controlled by a manual on and off switch and LControlled by a photocell and motion sensor, or 2. Photo control, or 3. Astronomical time clock, or 4. Energy management control system (EMCS). 26.. The area of the proposed residential addition exceeds 1000 square feet. Please show compliance with the California Energy Commission Standards Section 150(0) requirements for indoor air quality ventilation. Refer to the Residential Mandatory Measures form MF -1R and see Table 4-7 of the "Residential Energy Compliance Manual for the required "Continuous .Whole -building Ventilation Rate". If" ternij4ent Whole -building Ventilation" is specified you must %. also provide the calculated cfm rating.) %� 7�� / If a whole house fan is installed and intended for compliance withthe rre�luir indo r air quality whole -building e/ ventilation requirement it must comply with the following:.5ele AIMP 7��/ - 1. The whole house fan shall be rated at a maximum of 1.0 sone. 2. The whole house fan shall have insulated louvers or a cover which closes when the fan is off. Covers or louvers shall have a minimum insulation value of R4.2. 3. The control switch must be labeled as the whole -building ventilation and indicate that the fan should be in operation when the home is occupied. _,XAn easy. way to meet this requirement is to identify -.one, of he broom eXh st fans as the whole -building ventilation fan and provide the following: SeU e (� % E 1. The bathroom exhaust fan must have a minimum CFM rating of .75-cfm. 2. The bathroom exhaust fan is rated at a maximum of 1.0 sone. 3. The control switch must be labeled as the whole -building ventilation and fan should operate whenever the home is occupied. CALGREEN COMMENTS C V G X27. Please provide a bathroom fan complying with the requirements of 2016 CGBC Section 4.506. Please ad this note to the plans. The bathroom exhaust fan shall be contro�lyd,�'ith � midis at control capable of adjustment between a / relative humidity range of 50% to 80%. e / 28.' Please provide a Construction Waste Management form. CalGreen Section 4.408. 29. Please submit a (2016 CalGreen) Residential Mandatory Measures•Check list. <�y`Z:54_V /GI4kr) Z30. Please provide a plan that is implemented to manage sto water draina a Buri c struction. CalGreen Section 4.106.2. (Show on the Site plan the proposed design.)� STRUCTURAL COMMENTS: SG 1. Please revise the design loads on sheet SN to match the structural calculations. The seismic values do not match page. 4 of the structural calculations and the truss design loads to match the.truss alculations. Ple se revi to' atch. t/ Please also clarify the wind exposure' factor used for wind design. S ✓/S/D 7 �f�( 2. Specify locations of the mechanical units, if any. If supported by the new roof, please provide verification from the truss manufacturer that the trusses intended to support the mechanical units have beenZdaes'ned t upp rt the ad n loa m and ovid re red e s and cle ances o the mechanical n tskJ n9� � 3. Provide shear transfer detail and specify connections required for shear 9 transfer he A513 drag truss to the interior shear walls along wall line B and reference detail on the roof plan. " r �$ Z 4. Provide shear transfer detail of the roof d hragm�o nection to the 12' long interior shear wall along wall line 1.5 and reference detail on the roof plan. ?: 5. Specify connections of he new wall top plates to the existing wall top 'plates adequate to transfer required lateral forces,. She -7/15 � - SM PROPERaT�Y' OWNER?INF�= RMATION " : " " = Last Pame BrOesel% jFMtName e� 'AP JZ5e C Y Stat: A t I Zjp., �Il Y./� /� _�DIIO /� F O. hPZ EmaiIrAF57Y,W0rWa5 _V a ce°. C v�'3d . SZ0 a E EERWISHMEMEM Name � � /' �� . i • Pro structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click City - a Stat�/'d al. � - 4 L yp/�� P o (,' /z4Z F 4 so3 Email rr C �31�• Z�jB.;; CA State License G.80�8 ��30• T, r . 'M � APPEICANT _ K4 Last N e i � Firsrt N� e �N_ -V n, Mailin ((GG ii//,,FF��II1I? City State ,/ F PM PO Email 0 %. Ce D6Z�2 8 A APN Carrier Pro structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click City-�Lotatio must not be in th it limits o hi ridley, roville or Paradise, lip" City http:///glSmapS.butt Unty.netitlexylewer/ untv.neUflexvlewer/ cdatasearCh%Index.html/uuft cdatasearchCndex.html . 33D s s JOBU U�ATION (Enter value A 00 APN Carrier Pro structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click City-�Lotatio must not be in th it limits o hi ridley, roville or Paradise, lip" City http:///glSmapS.butt Unty.netitlexylewer/ untv.neUflexvlewer/ cdatasearCh%Index.html/uuft cdatasearchCndex.html . 33D s s JOBU U�ATION (Enter value otabo�r In /uding $, nongcontractedjplusmateriais charge) f KER 5C011APENSATION������; APN Carrier Pro structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click City-�Lotatio must not be in th it limits o hi ridley, roville or Paradise, lip" City http:///glSmapS.butt Unty.netitlexylewer/ untv.neUflexvlewer/ cdatasearCh%Index.html/uuft cdatasearchCndex.html KER 5C011APENSATION������; Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click GLEN. ING AGENCY , >,� Woffij1 Name Mailing Addrefs City State Zip �DESCRIPdTIONQR,�SGOFE�OFVVORK�;��;,�, �; D Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State' Tell staff if this permit is for a Mobile Home., Click below to see Manufactured Home Alterations and Permit Guidelines at: httQ:Ifwww.hcd.ca.gov/codestmho/HCD Phone: (9 16) 55-250 Is this a Manufacture Mobile H me (circle ne) Y s / o - Ude %qeW I . 33D s JOBU U�ATION (Enter value otabo�r In /uding $, nongcontractedjplusmateriais charge) f x SuaaFeet°jDetail � MME Living Area:: < Garage Open Are Q Covered Area:�(� / ' G Structure Built without permits TOTAL SQ: IQ G Proposed Change of Occupancy/Use "- Note previous/current use below: WE FQROFFI,CEIISEONLY� ;, �y Zoning: Flood Zone: SRA: IYES U I NO NPDES YES 13 NO Code Ent: YES E3 NO E Legal Lot: YES D NO Occupancy Type Constructio �. Permit Tec Date: / Z Brines House Remodel and Additions at 9012 Goodspeed Road Durham, Ca. 95938 for . Russell and Catherine Brines P.O. Box 178 Durham, Ca. 95938 530.895.0110 - APN: 040-280-094-000 �9 &qo"e-d gfo-,Per, a),kwv., re- d3c"Vl �06nLsL co V) go I �,I2� ►vl. i�1�ve� Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte . County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http:/imunicipalcodes.lexisnexis.com/codes/butteco/ *"When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B17-1036 Date: 5/25/2017 Parcel Number: 040-280-094 Location: 9012 GOODSPEED ST, DURHAM Phone: Owner Name: BRINES FAMILY TRUST Description: REMODEL (144) ADDITION (1176) Signature of Applicant: Date: 5/25/2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 ` DEVELOPMENT SERVICES `BRINES FAMILY TRUST RE: 040-280-094 Permit No: B17-1036 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municinalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdeveloi2ment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. have read and understand the above requirements: Signature: /V1V 1(Ll/(/ U7/1 V \ Date: 5/25/2017 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B17-1036 Date: 5/25/2017 Location: 9012 GOODSPEED ST By: DAH Parcel Number: 040-280-094 Sub Type: ROOM ADDN-FIRST STRY Owner Name: BRINES FAMILY TRUST Phone: Description: LOT 3 D & H HUTTON SUB To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. Si Date: 5/2512017 Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACREI Reference Number: B17-1036 Date: 5/25/2017 Location: 9012 GOODSPEED ST By: DAH Parcel Number: 040-280-094 Sub Type: ROOM ADDN-FIRST STRY ,. Owner Name: BRINES FAMILY TRUST Phone: Description: REMODEL (144) ADDITION (1176) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed U \ Date 5/25/2017 Title Poe F Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director BuLte County 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 IF DEVELOPMENT SERVICES Building Permit Checklist Name: BRINES FAMILY TRUST Location: 9012 GOODSPEED ST, DURHAM Assessor's Parcel Number: 040-280-094 Permit N tuber: B17-1036 1 copies site plan sets building plans et energy calcs (if applicable) 1 sect truss calcs (if applicable) 5. 1 set ' ctural calcs (if applicable) I ke Packet' a. . ned permit application owner builder (if applicable) c.. otice to builders fee summary e. e out DES form data sheet h. PW Notification for 26-12 i.H ardous Material Form (commercial) Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. b Completed : Date:* p Y Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-1036 Owner's Name: BRINES FAMILY TRUST i Assessor's Parcel Number: 040-280-094 Date of Application: 5/25/2017 Square Footage Verification 1 No Change: NOTES: Verified By: Date: 7 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: 4, ,,o' ' •� At Application: Change To: Living Area 1176 Garage Area 0 Covered rea 0 Open Area 0 Other 144 No Change: NOTES: Verified By: Date: 7 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: 4, ,,o' ' •� Butte County Department of Development ServicPSUTTE PERMIT CENTER �ouNTY 7 County Center Drive, Oroville, CA 9596`5U- 22®A% Main Phone 530.538.7601 l=ax 530.538.17785 mw.buttecounhr.net/dds t DEVELOPMENT ' Rv1cES f?�_ cJ FORM NO PLAN CHANGE,CHEC R RETURN Owner's Name: t�,�'1,V—k-S Contact Person Name<--2,�=� Contact email: r�fV��Q�r S S Contact Phone Number: S 3c7 _q 31 Z_ Date Submitted: Permit Number: ti'lo?4v7 Assessor's Parcel Number: '1011 G r»A&5 gca OMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) ase check any that a0ply: sponse to Plan Check Letter? brrection Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? ❑ Other: LIST OF ITEMS SUBMITTED W Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: 13 Minimum $127.00 paid ® Additional Fee Amount Due: Revised 7.20.2015 B17-1036 B /RQ '2 040-280-094 Page 1 0l' 1 JU1,Y 24, 20 17 REMODEL/ADDITION-RECHECK 2 Y�' RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Brines Addition Building Type 10 Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 7/18/2017 Project Address 9012 Goodspeed Rd Durham California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,939 Addition 1,219 # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Floor Wood Framed w/Crawl Space R 19 2,000 Existing Wall Wood Framed R 19 2,596 Existing Door Opaque Door - no insulation 20 Existing Roof Wood Framed Attic R 30 2,000 Existing Demising Wood Framed R 19 216 New Floor Wood Framed w/Crawl Space R 21 1,219 New Wall Wood Framed R 23 909 New Door Opaque Door - no insulation 20 New FENESTRATION I Total Area: 477 Glazing Percentage: 12.1 Orientation Area ft2 U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor. Exterior Shades 0.38 Status Front (1M 49.0 0.550 0.67 6.0 none Bug Screen Existing Front (lM 80.0 0.550 0.67 2.0 none Bug Screen Existing Left (N) 21.0 0.550 0.67 2.0 none Bug Screen Existing Right (S) 40.0 0.550 0.67 2.0 none Bug Screen Existing Left (N) 56.0 0.320 . 0.25 2.0 none Bug Screen New Right (S) 31.3 0.320 0.25 2.0 none Bug Screen New Rear (E) 95.5 0.320 0.25 2.0 none Bug Screen New Front (lM 24.0 0.320 0.25 2.0 none Bug Screen New Left (N) 80.0 0.550 0.67 10.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 12.00 HSPF Split Heat Pump 18.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Ener Pro 7.1 by Ener Soft User Number: 7782 ID: 17-086 Pae 13 of 18 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Brines Addition Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 7/18/2017 Project Address 9012 Goodspeed Rd Durham California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,939 Addition 1,219 # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Roof Wood Framed Attic R 38 1,219 New Roof Wood Framed Attic R 38 720 Altered Slab Unheated Slab -on -Grade - no insulation 720 Perim = 84' Existing FENESTRATION Total Area: 477 Glazing Percentage: 12.1 % New/Altered Average U -Factor. Orientation Area ft2 U -Fac SHGC Overhang Sidefins Exterior Shades 0.38 Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 7.1 by Ener Soft User Number. • 7782 ID: 17-086 Pae 14 of 18 I 2016 Low-Rise`Residential Mandato Measures Summary ry NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. 'Exceptions may apply. (Original 08/2016 Building Envelope Measures: ' § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfMfl2 or less when tested per NFRC-400 or ASTM E283 or AAMAlWDMA/CSA 101/I.S.21A440-2011: § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-13 for compliance and must be caulked and/or weatherstri ed.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, asketed, or weather shipped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.80):, Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.' § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or U -factor of 0.074 or § 150.0(c): less). Opaque non -framed assemblies must have an overall assembly U -factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.* § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' - § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). § 150.0(8)1: Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Gass I or Class II vapor retarder_ This requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to § 150.0 d . 150.0(g)2: § (g)2 Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. 150.0 § (q)' Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U4actor of 0.58; or the weighted averse U -factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)lB: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and fight -fitting damper or combustion -air control device' § 150.0(e)1C: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.' § 150.0(e)2: Pilot Light Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: § 110.0-§ 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' . § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* § 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. § 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heatinq systems to allow for water tank flushing when the valves are closed. § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters: Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)l: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA Manual J using design conditions specified in § 150.0(h)2. - 2016 Low -Rise Residential Mandatory. Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. § 150.0(h)3B: Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturers instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 3/4 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all. hot water pipes from the heating source to kitchen fixtures.' § 150.00)26: Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non-rushable casing or sleeve.' § 150.00)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and h dronic heating systems or hot waters stems must meet the requirements in TABLE 120.3-A' § 150.0U13: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. § 150.00)3B: Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Gass II vapor retarder.' Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a § 150.0(n)l:. 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2:' Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation SRCC or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: § 110.8(d)3: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a . contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC - §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R-4.2 when entirely in condifioned space as confirmed through field verification and diagnostic testing § 150.0(m)l: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than % inch, the combination of mastic and either mesh or ,tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.' Factory -Fabricated Duct Systems, Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation, Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.0(m)g: •'' Ind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. F § 150.0(m)10: Porous Inner Core Flex Duct Porous inner core flex duct must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0 m l land Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: ' conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0 m 12. 2016 Low -Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the § 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow a 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RAU. This applies to both single zone central forced air systems and every zone for zonally controlled central forced airs stems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(0): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole -building ventilation. § 150.0(o)1A: Field Verification and Diagnostic Testing. Whole -building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.* § 110.4(b)l: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or builtin or ISuilt-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. ► ' § 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light Natural gas pool and spa heaters must not have a continuously burning pilot light. ' §'150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements Of § 110.9.- § 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JAS high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JA8. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or - § 150.0(k)l B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. • Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-_ 2016-E light source rated for elevated temperature must be installed by final ins tion in all recessed downli ht luminaires in ceilings. § 150.0(k)1 D: Electronic Ballasts. Ballasts for fluorescent lamps rated_ 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)tE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)l F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet theapplicable requirements of 150.0(k).* • _ Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: . with Reference Joint Appendix JA8. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E" as specified in Reference Joint Appendix » JA8.' § 150.0(k)1H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. ' § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems' § 150.0(k)2C: Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with §_150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5ft and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(0; and all other requirements in § 150.0(k)2. § 150.0(k)21: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. tai, f' • _ i "1 . 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(k)2J: Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled b a vacancv a sensor. § 150.0(k)2K: Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JAB, except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)2L: Interior Switches and Controls. Undercabihet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS. Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9,130.0,130.2,130.4, 140.7 and 141.0. § 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by 150.0(k)3B or § 150.0(k)3D must comply with theapplicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3D: Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in 110.9,130.0,130.2,130.4,140.7, and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illurrgnated address signs must comply with § 140.8; or must consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirementsfor nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A- common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in §§ 110.9,130.0,130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.1 0 b through § 110.10(e). § 110.10(a)2: Low-rise Multi -family Buildings. Low-rise multi -family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local J urisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All -sections of the solar zone located on steep -sloped roofs must be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest oint of the solar zone measured in the vertical lane.' § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clean indicated on the construction documents, - Y Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water -heating system. §110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 1 10.10 c must be provided to the occu nt, § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or ' main circuit location; and permanently marked as "For Future Solar Electric". a CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - CF1R-PRF-01 #" Project Name: Residential Building _ Calculation Date/Time: 07:10„ Tue, Jul i18, 2017 Page 1 of 11 Calculation Description: Title 24 Analysis ._ -r Input File Name: Building1 rev3 pc.ribdl6x i , GENERAL INFORMATION ENERGY USE SUMMARY 01 02 . Project Name Residential Building Calculation Description Title 24 Analysis 04 _ 03 Project Location 9012 Goodspeed Rd 08 Energy Use (kTDV/ft2-yr) 04 City Durham 05 Standards Version Compliance 2017 06 Zip Code 95938 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version EnergyPro 7.1 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3939 15 Number of Zones 4 , 16 Slab Area (ft2) 720 17 Number of Stories 1 18 Addition Cond. Floor Area 1219 + 19 Natural Gas Available No 20 Addition Slab Area (ft2); .0 21 Glazing Percentage (%) 12.1% . = 4 r t• COMPLIANCE RESULTS "� �.�-:. ,�,."�`�"`,•�_,......-_ _ , .. _. * s 01 + Building Complies wi4h ComputerPerformance 02 This building incorporates featurelthat require fie d,�tjesting;and/or�vXerifica#Jioq a cert�ed HERS rater unddfe the supervision of a CECapproved HERS provider.` 'n 03 This building incorporates on or ore Spec 3ilyP attires ho'wn b"'elo - H E R S P R.". . t t ' l - 'f Registration Number. 217_P01o163077C-000-000-0000000-0000 Registration Date/Time: ; CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-695 HERS Provider: CaICERTS inc. } Report Generated at: 2017-07-18 07:12:29 ENERGY USE SUMMARY , 04 05 .. 06 - O7. 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement . Space He 24.86 21.04 3.82 15.4% Space Cooling , ` 50.05 - 49.74 0.31 0.6% IAQ Ventilation 0.94 0.94 "-0.00 0.0% Water Heating Photovoltaic Offset 14.34 — 14.33 0.00 0.01. 0.00 0.1 — Compliance Energy Total 90.19 86.05 4.14 4.6% t ' l - 'f Registration Number. 217_P01o163077C-000-000-0000000-0000 Registration Date/Time: ; CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-695 HERS Provider: CaICERTS inc. } Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 07:10, Tue, Jul 18, 2017 Page 2 of 11 Calculation Description: Title 24 Analysis Input File Name: Building1 rev3 pc.dbd16x REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Raised heel truss • Floor has high level of Insulation • Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAO mechanical ventilation Cooling System Ver cations: • Minimum Airflow, • Verified EER • Verified SEER • Refrigerant Charge :_. • Fan Efficacy Watts/CFM -+< HVAC Distribution System Verifications: ~_= • Duct Sealing •:.. Domestic Hot Water System Verifications:�- - None�y�!ads® MtYW Auk n as +*:':!4 :WY •R0=11 -" BUILDING -FEATURES INFORMATION xtd ---6 i 04 05 01 f,.. a 02N A X03'4 » 04 : a, ;r Zone Name Zone Type Existing Conditioned HVAC System Name HVAC Systeml Zone Floor Area (ft2) 2000 Avg, Ceiling Height 8 Water Heating System 1 DHW Sys 1 0r 06 07 Project Name Conditioned Floor Area (ft2) 0011mbeKof Dwelling, Units DHW Sys 1 ¢ Living Add Conditioned Number of Ventilation Number of Water 8 DHW Sys 1 n/a Number of Bedrooms Number of Zones 720 Cooling Systems Heating Systems Residential Building 3939 1 4 4 0 1 LUNr— INPUKIWAI IUN 01 02 03 04 05 06 07 Zone Name Zone Type Existing Conditioned HVAC System Name HVAC Systeml Zone Floor Area (ft2) 2000 Avg, Ceiling Height 8 Water Heating System 1 DHW Sys 1 Water Heating System 2 n/a Master add Conditioned HVAC Systeml 877 8 DHW Sys 1 n/a Living Add Conditioned HVAC Systeml 342 8 DHW Sys 1 n/a Rec Room Add Conditioned HVAC Systeml 720 8 DHW Sys 1 n/a 1. Registration Number: 217-P010163077C-000-000-0000000-000o Registration DateTme: HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-095 Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building - Calculation Date/Time: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis Input File Name: Building1 rev3 pc.dbd16x - CFI R -PRF -01 Page 3of11 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 • Name Zone Construction Azimuth Orientation Window 8 Door Gross Area (ft2) Area (ft Tilt (deg) Status Verified Existing Condition Front Wall Existing R-19 Wall 270 Front 370 109 90. Existing No Left Wall Existing R-19 Wall 0 Left 184 21 90 Existing No Right Wall Existing R-19 Wall 180 Right 400 40.006 90 Existing No Roof Existing R-30 Roof Attic Ventilated 5 2000 0.85 No Existing No Raised Floor Existing R-19 Floor Crawlspace 2000 Existing No Left Wali 2 Master add R-23 Wall 0 Left 200 76 90 New N/A Right Wall 2 Master add R-23 Wall 180 Right 200 11.25 90 New N/A Rear Wall Masteradd R-23 Wall 90 Back 320 71.5 90 New N/A Roof 2 Masteradd R-38 Roof Attic w radiant 877 New N/A Raised Floor 2 -4;;Master' add` , - R-21 Floor Crawlspace 877 New WA Front Wall 2 Laying Add R-23 Wall X270 s xFront 128 24 90 New N/A Rear Wall 2 Right Wall 3 Roof 3 Living Add ' ` Living Axid X Living Add : aR=23 Nallft., IWAY 1 3 waii 18U& R-38 Roof-Attietw radiant `Back RigG�t . %L I 128 160 342 24 20 90 90 New New New N/A N/A WA Raised Floor 3 Living Add ' R -Y1 0&6-r erawlspa a "` ' '�"°"" 542 'r New WA Front Wall 3 Rec Room Add R-19 Wall 270 Front 270 40 90 Existing No Rear Wall 3 Rec Room Add R-19 Wall 90 Back 270 0 90 Existing No Left Wall 3 Rec Room Add R-19 Wall 0 Left 216 80.04 1 90 Existing No Roof 4 Rec Room Add R-38 Roof Attic 720 I Altered N/A ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Existing Attic RoofExisting Ventilated 5 0.1 0.85 No No Existing No Attic Master add Attic RoofMaster add Ventilated 5 0.1 0.85 No No New No Attic Living Add Attic RoofLiving Add Ventilated 5 0.1 0.85 No No New No Attic Rec Room Add Attic RoofRec Room Add Ventilated 5 0.1 0.85 No No Existing No Registration Number: 217-Po10163077C-000-000-0000000-0000 Registration DateMme: HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-095 - Report Generated at: 2017-07-18 07:12:29 I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • CF1R-PRF-01 Project Name: Residential Building Calculation DateTme: 07:10, Tue, Jul 18, 2017 Page 4 of 11 Calculation Description: Title 24 Analysis Input File Name: Buildingl rev3 pc.dbdl6x FENESTRATION / GLAZING 01 02 03 04 05 06- 07 08 09 10. 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Status Verified Existing Condition Window Front Wall (Front -270) 4.0 5.0 1 20.0 0.55 0.67 Insect Screen (default) Existing No Window 2 Front Wall (Front -270) 4.0 5.0 1 20.0 0.55 0.67 Insect Screen (default) Existing No Window 3 Front Wall (Front -270) 3.0 3.0 1 9.0 0.55 0.67 Insect Screen (default) Existing No Window 4 Window 5 Front Wall (Front -270) Front Wall (Front -270) 4.0 4.0 5.0 5.0 1 1 20.0 20.0 0.55 0.55 0.67 0.67 Insect Screen (default) Insect Screen (default) Existing Existing No No Window 6 Left Wall (Left -O) 3.0 3.0 1 9.0 0.55 0.67 Insect Screen (default) Existing No Window 7 Window 8 Left Wall (Left -0) Right W 11, (Right -180)` 2.0 4.0 6.0 3.5 1 1 12.0 14.0 0.55 0.55 0.67 0.67 Insect Screen (default) Insect Screen (default) Existing Existing No No Window 9 Right Wall`(Right-180) 2.0 4.3 1.001 8.7 0.55 0.67 Insect Screen (default) Existing No Window 10 Y RightWall'(Right=180)• { „2.0... 4.3- -1.001 8.7 0.55 0.67. Insect Screen (default) Existing No Window 11 Right Wall (Right -180j 2.Oty X4.3 1001„ X8.7 X0.55 0.67 Insect Screen (default) Existing No Window 12 Wndow 13 L"eftWall2 (Left-0)ff X2.5. 4.6 1# nLeft.Walh2�(Left-0)0j 4.0 1 %',l 200 0.32 . 0-255D Insect Screen default tUs25 Insect Screen default New New N/A N/A Window 14 `"?`Left Wall Z' Le (yf0) 2.5; x»4.0 9"d� �.., y �10�00�32 0#25 Insect Screen (default) New N/A Window 15 Left Wall 2 (Left -O) ° x-•2.0' � `"'"•4.0 1 8 0 � x`0~32 0 25 Insect Screen (default) New N/A Window 16 Left Wall 2 (Left -O) 2.0 4.0 4 8.0 0.32 0.25 Insect Screen (default) New N/A _ Window 17 Right Wall 2 (Right -180) 2.0 1.5 1 3.0 0.32 0.25 Insect Screen (default) New N/A Window 18 Right Wall 2 (Right -180) 2.0 1.5 1 3.0 0.32 0.25 Insect Screen (default) New N/A Window 19 Right Wall 2 (Right -180) 2.0 1.5 1 .3.0 0.32 0.25 Insect Screen (default) New N/A Window 20 Window 21 Window 22 Right Wall 2 (Right -180) Rear Wall (Back -90) Rear Wall (Back -90) 1.5 3.0 7.0 1.5 5.0 3.0 1 1 1 2.3 15.0 21.0 0.32 0.32 0.32 0.25 0.25 0.25 Insect Screen (default) Insect Screen (default) Insect Screen (default) New New New N/A N/A N/A Window 23 Rear Wall (Back -90) 3.0 5.0 1 15.0 0.32 0.25 Insect Screen (default) New N/A Window 24 Rear Wall (Back -90) 4.0 4.0 1 16.0 0.32 0.25Insect Screen (default) New N/A Window 25 Rear Wall (Back -90) 1.5 1.5 1 2.3 0.32 0.25 Insect Screen (default) New N/A Window 26 Rear Wall (Back -90) 1.5 1.5 1 2.3 0.32 0.25 Insect Screen (default) New N/A Window 27 Front Wall 2 (Front -270) 4.0 6.0 1 24.0 0.32 0.25 Insect Screen (default) New N/A Window 28 Rear Wall 2 (Back -90) 4.0 6.0 1 24.0 0.32 0.25 Insect Screen (default) New N/A Registration Number: 217-P010163077C-000-000-0000000-0000 Registration DateTme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-095 HERS Provider: CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DateTme: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis , . Input File Name: Building1 rev3 pc.dbd16x CF1R-PRF-01 Page 5 of 11 Window 29 Right Wall 3 (Right -180) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) New N/A Window 30 Right Wall 3 (Right -180) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) New N/A No Window 31 Front Wall 3 (Front -270) 4.0 5.0 1 20.0 0.55 0.67 Insect Screen (default) Existing No Window 32 Front Wall 3 (Front -270) 4.0 5.0 1 . 20.0 0.55 0.67 Insect Screen (default) Existing No Window 33 Left Wall 3 (Left -0) 3.0 6.7 1 20.0 0.55 0.67 insect Screen (default) New N/A Window 34 Left Wall 3 (Left -0) 3.0 6.7 1 20.0 0.55 0.67 Insect Screen (default) New N/A Window 35 Left Wall (Left -0) 3.0 6.7 1 20.0 0.55 0.67 Insect Screen (default) New N/A Window 36 Left Wali 3 (Left -0) 3.0 6.7 1 20.0 0.55 0.67 Insect Screen (default) New N/A OPAQUE DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition Door Front Wall 20.0 0.50 Existing No Door 2 .,: Left Wall 2 20.0 0.50 New No C -RT Lit g^y $ y Registration Number: 217-P010163077C-000.000-0000000-0000 Registration DateRme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-095 HERS Provider: CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD " Project Name: Residential Building Calculation Date/Time: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis y Input File Name•, Buildingl rev -3 pc.dbdl6x OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13. 14 Overhang Left Fin Right Fin Window Depth Dist Up. Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Window 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 2 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 3 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window 4 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 5 2 0.1 2 2 0 0 0 0 0 0 0 0 0 ' Window 6- 2 0.1 • 2 2 .. 0 0 0 0 0 0 0 0 0 Window 7 2; 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 8 2y, 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 9 2 a s 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 10 2' 0 1 2; _ 2 0 0 0 0 0 0 0 0 0 Window 11 :,2 n0 1 2 0 0 0 0 0 0 0 0 0 Window 12 '2 r X0.1 2 N 2 0 0 0 0 0 0 0 0 0 Window 13 2' 0.1 ° `2 0 -0 0 0 �. 0 0 0 0 0 Window 14 201 2 0 0 0 0 0' 0 0 0 0 Window 15 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 16 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 17 _ Window 18 2 2 0.1 0.1 2 2 2 2 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Window 19 Window 20 2 2 0.1 0.1 2 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Window 21 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 22 Window 23 2' 2 0.1 0.1 2 2 2 2 0 0 0 0 0 `• 0 0 0 0 0 0 0 0 0 0 0 0 0 Window 24 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 25 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 26 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 27 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 28 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Registration Number: 217-P010163077C-000.000.0000000-0000 Registration DateRme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-095 HERS Provider: CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl rev3 pc.dbdl6x CFI R -PRF -01 Page 7of11 Window 29 2 0.1 2 2 0 0 0 0 1 0 0 0 1 0 0 Window 30 2 0.1 2 2 0 0 0 0 -0 0 0 1 0 0 Window 31 2 0.1 2 2 0 0 0 0 0 0 0 1 0 0 Window 32 2 0.1 2 2 0 0 0 0 0 0 0 1 0 0 Window 33 10 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 34 10 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 35 10 0.1 4 4 0 0 0 0 0 0 0 0 0 Window 36 10 0.1 4 4 0 0 0 0 0 0 0 0 0 �3 H ERS PROVIDER Registration Number: 217-Po10163077C-000-000-0000000-0000 Registration Date/Time: HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-095 Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE_ METHOD Project Name: Residential Building Calculation DateTme: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl rev3 pc.dbdl6x CF1 R -PRF -01 Page 8 of 11 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Construction Name Surface Type Construction Type Framing Total Cavity R -value Winter Design U -value Assembly Layers • Cavity/Frame: no insul. /2x4 Top Chrd Attic RoofExisting Attic Roofs Wood Framed Ceiling 2x4 Top Chord of Roof Truss @ 24 in. O.C. Roof Deck: Wood Siding/sheathing/decking none 0.644 Roofing: Light Roof (Asphalt Shingle) Floors Over • Floor Surface: Carpeted R-19 Floor Crawispace Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 Floor Deck: Wood Siding/sheathing/decking Cavity/Frame: R -19/2x6 • Inside Finish: Gypsum Board R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 • Cavity/Frame: R -19/2x6 Exterior Finish: 3 Coat Stucco Ceilings (below! -.'v. Inside Finish: Gypsum Board R-30 Roof Attic attic) s',r' Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.032 • Cavity/Frame: R-9.1 /2x4 Over Ceiling Joists: R-20.9 insul. ? �, =2x4 Top Chord of Roof Truss @ 24 •Cavity/Frame: no insul. /2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic RoofMaster add Attic Roofs Wood FramedCeiling �.x.a• inO.0 none 0.644 •Roofing: Light Roof (Asphalt Shingle) J7 Floors OverFloor 5 �2.8 716, Floor Surface: Carpeted Deck: Wood Siding/sheathing/decking R-21 Floor Crawispace Crawispace Wood Framed•Floo i[(0'..@21T o, Cavity/Frame: R-21 /2x8 Inside Finish: Gypsum Board R-23 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R23 0.066 • Cavity/ Frame: R -23/2x6 Exterior Finish: 3 Coat Stucco Ceilings (below • Inside Finish: Gypsum Board R-38 Roof Attic w radiant attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Cavity/Frame: R-9.1 /2x4 Over Ceiling Joists: R-28.9 insul. • Cavity/Frame: no insul. /2x4 Top Chrd Attic RoofLiving Add Attic Roofs Wood Framed Ceiling 2x4 Top Chord of Roof Truss @ 24 in. O.C. Roof Deck. Wood Siding/sheathing/decking none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/Frame: no insul. /2x4 Top Chrd Attic RoofRec Room Add Attic Roofs Wood Framed Ceiling 2x4 Top Chord of Roof Truss @ 24 in. O.C. Roof Deck.' Wood Siding/sheathing/decking none 0.644 Roofing: Light Roof (Asphalt Shingle) Ceilings (below - � • Inside Finish: Gypsum Board R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. I R 38 0.025 Cavity/ Frame: R-9.1 /2x4 Over Ceiling Joists: R-28.9 insul. Registration Number: 217-P010163077C-000-000-0000000-0000 Registration DateTme: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05092017-695 HERS Provider. CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01~ Project Name: Residential Building Calculation Date/Time: 07:10, Tue, Jul 18, 2017 Page 9 of 11 Calculation Description: Title 24 Analysis Input File Name: Building1 rev3 pc.ribd16x SLAB FLOORS 01 02 03 04 05 06 07 08 09 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Slab -on -Grade Rec Room Add 720 84 None 0.8 No Existing No BUILDING ENVELOPE - HERS VERIFICATION } 01 02 03 04 - Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required - Not Required Not Required _ WATER HEATING SYSTEMS 01 02 p. 03 04 05 06 07 08 04 05 06 E pj� pg U ` O j Solar System Type 1;"Tark" Name - ""System -Type +, a.wa— Distribution -Type Number of Water Heater Heaters Fraction ( ) Status Verified Existing Condition DHW Sys 1 Y DHW y� Standard DH>W eater 1 1 s Annual Existing No SPACE CONDITIONING SYSTEMS - WATER HEATERS 02 03 04 01 02 X 03 $; 04 05 06 E pj� pg U ` O j Name System Type 1;"Tark" Ducted Energy Ducted `Tannsulati'mon -Ekh 10 11 Verified Existing Condition HVAC Systeml Name Heater Element Type Tank Type Number of Units Volume (gal) Factor or Efficiency Input Rating/Pilot 'R -value Standby Loss / No Tank Location or Ambient - (int/Ext) Recovery Eff NEEA Heat Pump Type Condition DHW Heater 1 Electric Resistance SmallStorage 1 -- 50 0.95 EF 4500 watts n/a n/a Na Exi7--] sting SPACE CONDITIONING SYSTEMS - 01 02 03 04 05 06 t 07 . 08 09 Heating System Cooling System Name System Type Name Ducted Name Ducted Distribution System Fan System Floor Area Served Status Verified Existing Condition HVAC Systeml Heat Pump Heating and Cooling System Heat Pump System 1 Yes Heat Pum System 1p Y Yes Air Distribution System 1 HVAC Fan 1 3939 New No Registration Number: 217-P010163077C-000-000-0000000-0000 Registration Date/Time: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-695 HERS Provider: CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD 01 CF1R-PRF-01 .. ; Project Name: Residential Building 04 Calculation DateTme: 07:10, Tue, Jul 18, 2017 06 Page 10 of 11 , Calculation Description: Title 24 Analysis Airflow Target Input File Name: Buildingl rev3 pc.ribdl6x Verified SEER - Verified Refrigerant Charge HVAC - HEAT PUMPS Required 350 . Required Required Required Status Verified Existing • Condition HERS Verification 01 02 Air Distribution System 1 03 04 05 06 07 08 09 10 11 Air Distribution System ' System Unventilated) Number of Heating Cooling Zonally Compressor HERS . Name Type t Units HSPF/COP Cap 47 Cap 17 SEER EER Controlled •Type Verification Heat Pump System 1 SplitHeatPump 1 12 55500 48000 18 12.7 Not Zonal Single Speed Heat Pump System 1 -hers -cool HVAC COOLING - HERS VERIFICATIONx 01 02 03 04 05 06 Name � Verified Airflow Airflow Target Verified EER Verified SEER - Verified Refrigerant Charge Heat Pump System 1 -hers -mol Required 350 . Required Required Required �s:ca HVAC DISTRIBUTION -HERS VERIFICATION HVAC - DISTRIBUTION SYSTEMS n v.suc a. r�,waw az ara Ursa v�^:ww ys m rx �uwz I: 01 01 02 {"µ. 03 04 05 06 07 08 09 10 Air Distribution System 1 -hers -dist Required 9 Name Tyl ed fi, Insulation Supply Duct Duct Leakage e-R_,value Location Return Duct Location Bypass Duct Status Verified Existing • Condition HERS Verification ` Air Distribution System 1 Ducts located in attic, w (Ventilated ander t Sealed�and tested 8 Attic Attic ; Non New No Air Distribution System ' Unventilated) t 1 -hers -dist �s:ca HVAC DISTRIBUTION -HERS VERIFICATION .-. n v.suc a. r�,waw az ara Ursa v�^:ww ys m rx �uwz I: 01 14, 02 03 04 ,m 06 06 ` Duct Leakage Duct Leakage Verified Duct Design Name `Verification Target (%) Verified Duct Location Return Supply Air Distribution System 1 -hers -dist Required 5.0 — t - HVAC - FAN SYSTEMS & HERS VERIFICATION 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required IAQ (Indoor Air Quality) FANS Default 0 Required Registration Number: 217-P010163077C-000-000-0000000.0000 Registration Date/Time: HERS Provider: CaiCERTs inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-095 Report Generated at: 2017-07-1807:12:29 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 77 IAQ (Indoor Air Quality) FANS Default 0 Required Registration Number: 217-P010163077C-000-000-0000000.0000 Registration Date/Time: HERS Provider: CaiCERTs inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-095 Report Generated at: 2017-07-1807:12:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DateTme: 07:10, Tue, Jul 18, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl rev3 pc.dbdl6x CFI R -PRF -01 Page 11 of 11 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certjfy that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Jarrod Holliday Documentation Author Signature: lttin°''x r , Company: Signature Date: Rancho Engineering Address: CEA/HERS Certification Identification (If applicable): 5550 Skyway, Ste C City/State/Zip: Phone: Paradise, CA 95969 530-877-3700 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, unde%the laws of the State of California: 1. I am eligible under Division 3 of the Busir4a and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. I certify that the energy features and perfor`mxance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. -nxr rryy.11".. u -rte, 3. The building design features or system design features identified-on,'thisaCertificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted, to tube enforcements rte y for with this building application. approval permit Responsible Designer Name: >-`" rt �h Jarrod HollidayLai "' Responsible Designer Signatufet AW Li••%.! l Company: f s S.: Date Sig : ed: 3 Rancho Engineering Address: License: 5550 Skyway, Ste C 066034 City/State/Zip: Phone: Paradise, CA 95969 530-877-3700 Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217-P010163077C-000-000.0000000-0000 Registration Date/Time: CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-05092017-695 ❑ ❑ ++ +- ti }}rte{ � ❑ 7 •�'— HERS Provider: CaICERTS inc. Report Generated at: 2017-07-18 07:12:29 1045 Twin View'Blvd. ` Redding, CA 96003 (530)'244-6335 f. l ` (5310)244-1890 fax , , "TRUSS ENGINEERING TACKAGE. 5 ICC RESEARCH REPORT NO. ESR — 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C,.I.B.C, I.R.C.; C.B.C. ANSI NATIONAL STANDARDS, LATEST • REVISION _ INSPECTED BY: ' ' ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC., _: MITEK USA INC.. Quality Systems Management / National Testing ' ; 250 KLUG CIR P.O. Box 3426 r Corona, CA 92880 Gillette, WY 82717-3426 r F (951) 245-9525 , Office & Fax (307) 685-6331 (951) 273-0040 fax JOB NAME AdditionsIra } PERMIT # JOB # 171213 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR LOCATION: Durham CA CODE COMPLIANCE * DATE 1� BY CUSTOMER: Brines Residence m MiTek� MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171213 Brines residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3235453 thru K3235480 My license renewal date for the state of California is September 30, 2018. Q,�'pFESS/0&4 ZH40 F2c� C 70068 EXP. 9-30-2018 s'Tgl clvl FI L--, May 24,2017 Zhao, Xiaoming 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 i •TI'IUD s Truss Type Qty Ply Brines residence LOADING (psf) = shown; Lumber DOL=1.60 plate grip DOL=1.60 UZCn C 70068 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 K3235453 171213 - FAN 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 30-31 ' >999 240 Job Reference (optional) G meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:17 2017 Page 1 ID:7NjnkAmQyFIkYaNsdj2X?ybt B8-QNLhmgtSyAakgRW8lnZguGMPnD861PG7_SP1 uhzDIAm 20-7-4 -2-0.0 19-4-12 20-4 22-8-11 28.0-10 29-4-8 32-8-6 38•D-5 40-0.0 42-0-0 2.0-0 19-4-12 0-7 2-1-7 3.3.14 3-3-14 33-14 3.3.14 311-11 2.0.0 0.7.4 Scale =1:70.5 i 3x6 = 5.00112 1516 17 1819 44 43 42 41 40 39 38 37 36 35 34 33 32 5x8- 3x10 - 3= Bx12= - - 3x6 = 9I$ 26-0-10�� 8 6 40-0-0 26310 I 6-7-13 7310 Plate Offsets (X Y)-- 111:04-0.0-3-01, 117.0-3-0 Edoel r23:0-4-0.0-3-01,31 0-3-4 0-3-01 !32:0-4.8 Edoel �rlr� �M LOADING (psf) = shown; Lumber DOL=1.60 plate grip DOL=1.60 UZCn C 70068 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 W TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 30-31 ' >999 240 MT20 220/195 will fit between the bottom chord and any other members. Lumber DOL 1.15 BC 0.33 Vert(CT) -0.19 30-31 >999 180 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.05 32 n/a We BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 291 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G JOINTS 1 Brace at Jt(s): 45, 46, 48 REACTIONS. All bearings 19-0-8 except Ot=length) 28=0-3-8. (lb) - Max Horz 28=153(LC 42) Max Uplift All uplift 100 ib or less at joint(s) 32, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44 except 2=-379(LC 44), 33=-199(LC 5), 28=495(LC 45) Max Grav All reactions 250 Ib or less at joint(s) 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 2 except 32=1485(LC 20),2=374(LC 29),28=1007(LC 58) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 17-18=0/371, 18-19=-10/372, 19-20=-76/410,20-21=-141/477,21-22=-210/506, 22-23=-282/553, 23-24=-341/601, 24-25=408/650, 25-26=-1475/736, 26-27=-1584/813, 27-28=-1881/971, 2-3=-905/1043,34=-798/953. 4-5=-728/894, 5.6=-656/831, 6-7=-584/768, 7-8=-5121705, 8-9=440/643, 9-10=-368/593, 10-11=-299/561, 11-12=-230/524, 12-13=-155/487, 13-14=-81/446, 14-15=-19/445, 15-16=0/462 BOT CHORD 244=-983/874, 43-44=-915/802, 4243=-865/747, 4142=-815/702, 40-41=-765/652, 3940=-715/602, 38-39=-665/552, 37-38=-615/502, 36-37=-565/452, 35-36=-516/403, 34 -35= -466/353,33 -34=-416/303,32-33=-366/253,31-32=-343/1542,30-31=-501/1082, 28-30=-826/1803 WEBS 32-52=-2005/396, 45-52=-2018/407, 45-47=-1983/395, 4748=-1644/289, 48-49=-1620/281, 46-49=-1575/266, 46-50=-1674/303, 50-51=-1617/282, 25-51=-1617/281, 27-30=-267/87, 25-30=-73/564, 25-31 =-931690, 3147=-393/119, 16-32=-588/30 NOTES- '1) �QFESS)ON� Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-" to 24-0-0 Q �� ZNgO �rlr� �M zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions = shown; Lumber DOL=1.60 plate grip DOL=1.60 UZCn C 70068 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 W 3) Unbalanced snow loads have been considered for this design: 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs EXP. 9.30.2018 non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. tP%9 CIVIL 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. T� 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 OF CALF will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. May 24,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job . TrusType Ply -Brines residence meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:18 2017 Page 2 ID:7NjnkAmOyF 1 kYafVsdj2X?ybl 88-uZv3zAu5jUiaHa5KsV4vRTuaXdULUsw9D69a07zDIAl NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 32, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44 except 6t=1b) 2=379, 33=199, 28=495, 2=379. 10) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0, 0-0-0 to 40-0-0 for 18.8 plf. 11). This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %' gypsum sheelrock be applied directly to the bottom chord. _ . r r . F 1 s / AWARNING - Verily design pammotera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parometers 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 M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Corona, CA 92880 / AWARNING - Verily design pammotera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parometers 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 M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Corona, CA 92880 AWARNING - Verily design pammotera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parometers 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 M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Corona, CA 92880 Job Truss Truss Type Qty Ply Brines residence 40-M 10-0-0 Plate Offsets (X.Y)-- 13:0-34 Ednel r5:0-3-4 Edged r10 04-0 Edoel « K3235454 171213 A2 Common 1 1 Job Reference (optional) meeKs IumDer, reaaing 6.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:19 2017 Page 1 ID:7NjnkAmQyF 1 kYa[Vsdj2X?ybl B8-MISRBWvjUngRvkgXPCb8zhRjeOl8DMalSmu7zazDlAk 6-" 134-0 20-0-0 Z6$ 0 334-0 } 40-0-0 42-0-0 6$ 0 6S0 6S-0 6 8-0 6-8-0 6$ 0 2-0-0 Scale =1:68.9 5x8 = 5.00 F12T 4 4x6 4x4 = 6x8 = 4x4 = 4x6 = = i i 10-0-0 i 10-0-0 20-M 10-0-0 30-0-0 10-M 40-M 10-0-0 Plate Offsets (X.Y)-- 13:0-34 Ednel r5:0-3-4 Edged r10 04-0 Edoel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.28 9-10 >999 240 , MT20 220/195 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.83 9-10 >580 180 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 179 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.t&Btr G BOT CHORD WEBS 2X4 DF No.1&Btr G WEBS REACTIONS. (Ib/size) 1=1597/Mechanical, 7=1723/0-3-8 Max Horz 1=-152(LC 12) Max Uplift 1=-201(LC 14), 7=-274(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3516/586, 2-3=-3179/521, 3-4=-2188/432, 4-5=-2189/421, 5-6=-3158/490, 6-7=-3485/538 BOT CHORD 1-11=-454/3212, 10-11=-295/2580, 9-10=-304/2572, 7-9=-422/3178 WEBS 4-10=-157/1237, 5-10=-902/206, 5-9=0/605, 6-9=-425/151, 3-10=-930/209, 3-11=-28/612,2-11=-445/184 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at micipl 5-10.3-10 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25f; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 20-0-0, Exterior(2) 20-0-0 to 24-" zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=201.7=274. 10) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and %° gypsum sheetrock be applied directly to the bottom chord. 1 1 Q�pVESS10Nq� . ZH40 Lccl,2 C 70068 *`._EX)9 9018 /* May 24,2017 ®WARNING - 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/3r chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury end 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JobTA3 s Truss Type Qty Ply Brines residence Plate Offsets (X,Y)-- 11:0-1-5.0-0-41. f2:0-2-0.0-2-81 15:0-3-4 0-3-01 17:0-3-4 Edoel. 112:0-4-0 0-3-01. 1150-5-8 0-3-41 f17 0-1-13 0-1-01 118.0-1-12 0-4-11 LOADING (psf) 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 K3235455 171213 Roof Special 4 1 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snaw=20.0) Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:20 2017 Page 1 I D:7NjnkAmQyF t kYalVsdj2X7ybl B8-qxOgOsvLF5ylXuFjzw6N Wu_gyQOfyjaSgQehVOzDIAj 2-0O 2-0-0 4-0-0 &40 14-0-0 20-0-0 26-&0 334-0 40-0-0 42-40 1 2.40 1 2�0 11$0 1-DO'1-0OI� 6-8-0 &64 I 2-40 ' 5.00 F12 8x8 = Scale =1:70.6 4x8 = 44 11 4M9 S = = 46 &_10x12.5x5 11 4 x8 — 2= 4-0-0 6-40 980 13-0-0 2440 2460 1 � 1� 334-0 4440 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. za-0 1$0 340 � 6-0-0 4&0 1 4a-0 } 440 Plate Offsets (X,Y)-- 11:0-1-5.0-0-41. f2:0-2-0.0-2-81 15:0-3-4 0-3-01 17:0-3-4 Edoel. 112:0-4-0 0-3-01. 1150-5-8 0-3-41 f17 0-1-13 0-1-01 118.0-1-12 0-4-11 LOADING (psf) 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snaw=20.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) , -0.37 15-16 >999 240 MT20 220/195 EXP. 9-30.2018 Lumber DOL 1.15 BC 0.98 Vert(CT) -1.11 15-16 >433 180 M18SHS 220/195 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.48 9 n/a n/a May 24,2017 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 224 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied. Except: 1-18,17-18: 2X6 DF No.1 G, 15-17: 2x6 DF SS 10-0-0 oc bracing: 14-15 WEBS 2X4 DF No.1&Bir G *Except* WEBS 1 Row at midpt 7-13 3-17: 2X6 DF No.1 G REACTIONS. (Ib/size) 1=1594/Mechanical, 9=1721/0-3-8 Max Horz 1=-151(LC 12) Max Uplift 1=-201(LC 14), 9=-274(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. , TOP CHORD 1-2=-3886/628, 2-3=-8332/1198, 3-4=-5226/771, 4-5=-3675/588, 5-6=-3671/658, 6-7=-2168/426, 743=-2876/477, 8-9=-3532/514 BOT CHORD 1-18=-512/3553, 16-17=-942/7227, 15-16=-576/4822, 5-15=444/161, 12-13=-289/2573, 1 1-1 2=-40113202, 9-11=401/3202, 17-18=-579/4003 WEBS 3-16=-2524/385, 4-16=-101/1079,4-15=-1661/251, 13-15=-145/1848, 6-15=-321/2249, 6-13=-20/311, 7-13=-9361185,7-12=0/474, 8-12=-070/122, 8-11=0/261, 3-17=-256/1963, 2-18=-2037/313, 2-17=-514/4285 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-12 to 3-10-4, Interior(l) 3-10-4 to 20-0-0, Exterior(2) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. Q�&ESS10JV4 �, M ZH A 2 ,� FC 6) All 2x4 MT20 O � plates are unless otherwise indicated. 7) This truss has been designed for _ a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' U2tm C+ 70068 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 9-30.2018 10) Refer to girder(s) for truss to truss connections. * 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=201,9=274. 12) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and h° gypsum sheetrock be applied directly to the bottom chord. May 24,2017 ®WARNING - VeIffy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rov. 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 �• e buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job s Truss Type Qty Ply Brines residence T131 68-0 n Plate Offsets (X.Y)-- 15:0-3-8.0-3-01 17:0-3-4 Edge), 112:04-0.0-3-01 117:0-10-4.Edael, f18:Edge 0-3-81. 119 0-3-8 0-2-81 LOADING (psf) TCLL 20.0 K3235456 171213 Roof Special 1 1 TC 0.51 Vert(LL) -0.28 15-16 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.91 Job Reference (optional) o, meexS ium Der, reaaing • I 26-0 1 5-0-0 I 916-0 2.6.0 26-0 46-0 i a6 46-0 5.00 12 6x8 = 6 ti•U1U S Apr ZO ZU16 Ml f ek Industries, Inc. Wed ay 24 12:05:22 2017 Page 1 03DYEj GQcwk8k7oZuzD IAh 40-0-0 42-0-0 , 68 0 2-0-0 Scale =1:70.0 5x8 � 27 28 29 6x8 5 7 4x4 4 4x4 4x8 % 8 4x8 %26 3 2 30 7 15 10I¢ l 8x18 M18SHS = 16 d 19 18 14 13 ' 4x4 = 5x8 = 4x4 II 8x12 = 412 = • 12 4x6 = 5x8 = 11 2x4 II 4x6 2.5x5 I I 2— 0 I 5-0-0 I 96-0 14-0-0 20-0-0 I 268-0 I 33�-0 40-0-0 26-0 26-0 46-0 46-0 6-0 0 68-0 6 8-0 68-0 n Plate Offsets (X.Y)-- 15:0-3-8.0-3-01 17:0-3-4 Edge), 112:04-0.0-3-01 117:0-10-4.Edael, f18:Edge 0-3-81. 119 0-3-8 0-2-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.28 15-16 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.91 Vert(CT) -0.85 15-16 >564 180 M18SHS 220/195 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code IBC2015rrPI2014 Matrix -AS Weight: 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF NoA&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.t&Btr G WEBS 1 Row at Inidpt 7-13 REACTIONS. (Ib/size) 1=1597/Mechanical, 9=1723/0-3-8 Max Horz 1=-152(LC 12) Max Uplift 1=-201(LC 14), 9=-274(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3672/608,2.3=-5896/902,3-4=-3958/618,4-5=-3123/531, 5-6=-3115/599, 6-7=-2174/427, 76=-2883/478, 8-9=-3538/516 BOT CHORD 1-19=-513/3371, 18-19=-92/575, 3-17=-141/1182,16-17=-789/5683, 15-16=-437/3626, 5-15=-437/157, 13-14=-15/251, 12-13=-291/2580, 11-12=-402/3208, 9-11=-402/3208 WEBS 2-19=-1166/201, 17-19=-450/2990, 2-17=-234/2045, 3-16=-2134/364, 4-16=-35/574, 4 -15= -965/168,13 -15=-136/1694,6-15=-260/1578,6-13=-37/534,7-13=-938/185, 7-12=0/475, 8-12=670/122, 8-11=0/261 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 20-0-0, Exterior(2) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. �yOFESS/0�A 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' OQ ZH `F 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A _ plate rating reduction of 20% has been applied for the green lumber members. UF 9) Refer to girder(s) for truss to truss connections. u C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) , 1=201,9=274. 9-3U 18 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum * sheelrock be applied directly to the bottom chord. May 24,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® 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 verity the applicability of design gammeters 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty - Ply Brines residence GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.71 Vert(LL) K3235457 171213 A4 Roof Special 1 1 Vert(CT) -1.12 16-17 >428 180 M18SHS 220/195 10) TCLL 10.0 BCL2 0.0 Rep Stress Incr YES Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 2412:05:23 2017 Page 1 ID:7NjnkAmQyFI kYarVsdj2X?yb1 B8-FWiyOtyDYOKIOM_le2g48XcKEe2V94JuMOsL6LzDIAg 640 2-0O 280 4-0-0. 980 1x-00 20-0-0 2880 33-6.0 4000 42-0-0 z I z f 3e-0 441,-0s o o aao s e o ( e ao 2.0-0 1-0-0 Scale =1:73.6 5.00 12 8x8 = 5x8 32 33 6x8 6 348 4x6 5x8 5 4x4 5x8 4 9 3 31 35 Me - $l1 2 8 17 8x12 1 10 11I I$ 4x6 = 19 4x6 = 14 II gpppp 15 14 13 12 Bx8 = 10x1AM1 S = 2.5x5 II 4x12 = 5x8 = 4x6 — 600 I 28-0 4.00 600 980 13-0-0 1400 20-0-0 28-80 334-0 ao-0-0 2-00 ' 8 -0-0 360 380 -0-0 600 66-0 6-8-0 0&0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.37 16-17 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.97 Vert(CT) -1.12 16-17 >428 180 M18SHS 220/195 10) TCLL 10.0 BCL2 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 227 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied. Except: 2-19,18-19: 2X6 OF No.1 G, 16-18: 2x6 OF SS 10-0-0 oc bracing: 15-16 WEBS 2X4 OF No.1&Btr G 'Except' WEBS 1 Row at midpt 8-14 4-18: 2X6 OF No.1 G REACTIONS. (Ib/size) 2=1720/0-3-8, 10=1720/0-3-8 Max Horz 2=-153(LC 12) Max Uplift 2=-272(LC 14), 10=-272(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3844/532, 3-4=-8319/1056, 4-5=-5219/705, 5-6=-3672/557, 6-7=-3668/638, 7-8=-2167/424, 8-9=-2875/464, 9-10=-3530/502 BOT CHORD 2-19=41113516,17-18=-82117217, 16-17=-513/4815, 6-16=-444/161, 13-14=-278/2572, 12-13=-389/3201, 10-12=-389/3201, 18-19=-464/3967 WEBS 4-17=-2522/328, 5-17=-80/1076, 5-l6=-1657/2115,14-16=-134/1847, 7-16=-318/2246, 7 -14=-21/311,8-14=-954/185,8-13=0/474,9-13=-670/122,9-12=0/261, 4-18=-199/1956,' 3-19=-2048/271, 3-18=494/4313 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2)-2-0-0,to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced, snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 pat bottom chord live load nonccncurrent with any other live loads. 8) ' 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=272.10=272. 11) This truss design requires that a minimum of 7/160 structural wood sheathing be applied directly to the top chord and 1/:• gypsum sheetrock be applied directly to the bottom chord. Q pFESS1pNq� 0Z8`10 2� C 70068 May 24,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1 010 312 0 1 5 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 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneml guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Brines residence I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) K3235458 171213 A5 Common r 1 1 BC 0.67 Vert(CT) -0.82 11A2 >583 180 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.26 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:24 2017 Page 1 ID:7NjnkAmQyFIkYalVsdj2X?yb1BB-hGKEDyrJKSk?VZUCIBJgk8ZYlSQucs1b2cuenzDIAf 13-4-0 I 20-0-0 I 26 8-0 33-0 0 { 40-0-0 1424)-0 24}0 643 0 643-0 6 6 0 6 8 0 643-0 643-0 24}-0 5.00 F12 5x8 = Scale =1:70.5 4x6 4x4 = 8x8 = 4x4 = 4x6 = = ' 10-0-0 I 20-M I 30-M I 40-0-0 10-0-0 10-0-0 10-0-0 10-0-0 Ii LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.27 11-12 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.82 11A2 >583 180 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.21 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 182 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=1720/0-3-8,8=1720/0-3-8 Max Horz 2=153(LC 13) Max Uplift 2=-272(LC 14), 8=-272(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt • 6-11, 4-11 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3478/524, 3-4=-3150/476, 4-5=-2181/419, 5-6=-2181/419, 6-7=-3150/475, 743=-3477/524 BOT CHORD 2-12=-384/3171,11-12=-269/2565.10-11=-291/2565.8-10=409/3171 WEBS 5-11=-148/1233, 6-11=-920/206, 6-10=0/605, 7-10=425/151, 4-11=-920/206, 4-12=0/605, 3-12=-425/151 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8Fsf; BCDL=4.Bpsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=272,8=272. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and ." gypsum sheetrock be applied directly to the bottom chord. 2�Oc. w ZH40 `�2\ i C 70068 *EXR 30-20181 ��PCAO May 24,2017 ®WARNING - Verfry design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -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 property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing WOWis 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 ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty PlyBri nes residence 10-0-0 f 20-0-0 1 30-M + , 40-0-0 K3235459 171213 ASD - COMMON 1 1 - LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) meeKs lumber, reading - 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:27 2017 Page 1 ID:7NjnkAmOyF l kYaRtsdj2X?yb1 B8-7lxTsF?kbFgJszH3tuk01Nm4oFU75zbTHOgYF6zDIAc -2-0.0 6$ 0 134-0 20-0-0 26� 0 ) 334-0 40-0 0 142-0-0 2-0-0 6 8-0 6-8 0 6J3 0 6 8-0 6-" 6 8 0 2 0-0 r Scale =1:70.5 = 5.00 12 5x8, 5 44 = -_ ' 44 = 3x10 = 3x10 = 10-0-0 f 20-0-0 1 30-M + , 40-0-0 10-0-0 10-0-0 10-" 10-" Plate Offsets (X,Y)-- f2:0-10-8.0-0-141, 18:0-10-8.0-0-141 ft 1:0-4-0 Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 (Raaf Snow=2 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.31 11-12 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.67 Verl(CT) -0.86 11-12 -560 180 10) TCLL 10.0 BCL2 0.0 Rep Stress Incr YES WS 0.26 Horz(CT) 0.21 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 182 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Bir G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G WEBS - 1 Row at midpt 6-11,4-11 REACTIONS. (Ib/size) 2=1720/0-3-8,8=1720/0-3-8 Max Horz 2=153(LC 43) Max Uplift 2=-1109(LC 44), 8=-1109(LC 45) r Max Grav 2=2247(LC 57), 8=2247(LC 58) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4874/2572, 34=-4109/1893, 4-5=-2649/1115, 5-6=-2649/1129, 6-7=-4109/1887, 7-8=4875/2564 BOT CHORD 2-12=-2290/4559, 11-12=-1262/3275, 10-11=-1239/3203, 8-10=-2260/4446 WEBS 5-11=-148/1233, 6-11=-920/206, 6-10=-12/605,7-10=-425/168, 4-11=-920/212, 4-12=-16/605, 3-12=-425/170 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=1109,8=1109. 9) This truss has been designed for a total drag load of 4000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-", 0-0-0 to 40-0-0 for 50.0 plf. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIOIV44 ZHga �?2m i C 70068. EXP. 9-30-2018 CIVIL F CA\,\F May 24,2017 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 11.10/0312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Beforeuse, the building designer must verify the applicability of design parametersend property incorporate this design Into the overell building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M ITek' is always required for stability and to prevent collapse with possible personal injury an] property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, 0SB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job s Truss Type Qty Ply Brines residence TBI' CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=200) K3235460 171213 GABLE 1 1 BC 0.08 Vert(CT) -0.02 14-15 >999 180 0.0 BCLDL 10 0 Rep Stress Incr YES WB 0.06 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:29 2017 Page 1 ID:7NjnkAmOyF1kYalVsdj2X?yb1B8-4g3DHx0_7s416HRS?JnUNorVC2Jwzx6mlJJfJ_zDIAa 1 -2:g ( 5312 5) 10.7-8 1511-0 117-1.4 213-0 ( 233-0 2-0-0 5312 OS61 49-2 5-3-12 1-2-0 41-12 2-0-0 M 4 48 II 3x10 it 4x4 Scale =1:44.0 18 17 16 15 14 1312 11 4x4 = 602 = 5O 6 9343 13-6-11 1 _M 2-1-14 3 8 8 35-0 435 5 2-10-0 41-12 3�$ LOADING (psf) TCLL 200 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=200) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 14-15 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.02 14-15 >999 180 0.0 BCLDL 10 0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 14 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix -AS Weight: 159 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. 80T CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.t&Btr G OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 7-343 except Qt=length) 18=7-5-0, 15=7-5-0, 15=7-5-0, 17=7-5-0, 16=7-5-0. (lb) - Max Horz 18=-67(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 15, 14, 17, 12, 16 except 9=-121(LC 14), 18=-211(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 17, 12, 16, 13, 11 except 9=291 (LC 20), 18=520(LC 1), 15=389(LC 19), 15=349(LC 1), 14=398(LC 20), 14=334(LC 1), 9=287(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-527/557 BOT CHORD 2-18=-507/564, 17-18=-507/539 WEBS 3-18=-450/358, 4-17=-265/116, 3-17=-363/391 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; save=4ft; Cal. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 10-7-8, Exterior(2) 10-7-8 to 13-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4.0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 343-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 14, 17, 12, 16 except Qt=1b) 9=121, 18=211, 9=121. 12) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and h° gypsum sheetrock be applied directly to the bottom chord. Q�ypVESS/O ,Z Z HAO C 70068 FAPA-30-2018 May 24,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03R015 BEFORE USE. Design valid for use only with Mrrek® 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 property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and for chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3.12, Alexandria, VA 22314. Corona, CA 92880 D a Job Truss Truss Type Qty Ply Brines residence TCLL 20.0 SPACING- 2-0-0 K3235461 171213 B2 Common 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.24 Vert(LL). -0.05 Job Reference (optional) meatus iumoer, reouing 1 -2-0 0 ) 2-0-0 5.3.12 44 = 4 8.010 s Apr 20 2016 MITek Industries, Inc. Wed May 24 12:05:30 2017 Page 1 1QyFlkYalVsdj2X?yb1BB-YtdcUHlcuADtjQOeZ01jw?OfsSbOINCwzz3DrRzDIAZ 1-9-11- 91 -,Ln izu1 5312 5312 Scale =1:40.5 44 = — - 44 = a� a 7-1-0 14-2-0 2130 6-10-12 I 71-0 7-1-0 Plate Offsets (X.Y)-- r9:o4-0.0-3-01 [$ LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.24 Vert(LL). -0.05 8-9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.20 8-9 >999 180 10) TCLL 10.0 BCDL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 6=970/0-3-8,2=970/0-4-15 Max Horz 2=-69(LC 12) Max Uplift 6=-177(LC 14), 2=-177(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 2-3=-1680/269, 34=-1478/248, 4-5=-1478/248, 5.6=-1680/269 BOT CHORD 2-9=-161/1510, 8-9=-70/999, 6-8=-186/1510 WEBS 4-8=46/532, 5-8=-362/134, 4-9=-46/533, 3-9=-362/135 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 10-7-8, Exterior(2) 10-7-8 to 13-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=177,2=177. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and h" gypsum sheetrock be applied directly to the bottom chord. Qac fiuslO�yq� ZHA� C 70068 *\ 1�l/ J /* May 24,2017 ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 —.1010312015 BEFORE USE. Design valid for use only with MTek® 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 property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/ar chord members only. Additional temporary and permanent bracing M -Tek• is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB.89 and BCS] Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JobTB3 Truss Type Qty Pty Brines residence TCLL 20.0 SPACING- 2-0-0 K3235462s 171213 Common 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 Job Reference o tional . meeKS IUMDef, reading 2-0-0 8.010 s Apr 20 2015 MiTek ID:7NjnkAmOyFI kYaR/sdj2X?ybl B8 -f I 15-11-0 I_ 5-3-12 1 44 = 4 Inc. Wed May 24 12:05:312017 Page 1 -kLabg6jpySDxgcsxdlgS3CdomOtzDIAY 21-M 233-0 5312 2-0-0 Scale = 1:40.5 44 = 7-1-0 14-2-0 213-0 7-1-0 7-1-0 7-1-0 Plate Offsets (X.Y)-- 19:04-0.0-3-01 i$ LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.20 8-9 >999 180 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=970/0-3-8, 6=970/0-3-8 Max Horz 2=-69(LC 12) Max Uplift 2=-177(LC 14), 6=-177(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1680/269, 3-4=-1478/248, 4-5=-1478/248, 5-6=-1680/269 BOT CHORD 2-9=-161/1510, 8-9=-70/999, 6-8=-186/1510 WEBS 4-8=-46/533, 5-8=-362/134, 4-9=-46/533, 3-9=-362/135 NOTES - 1) Wind: ASCE 7-10; Vutt=11 Om ph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25f; B=45ft; L=24ff; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 10-7-8, Exterior(2) 10-7-8 to 13-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=177,6=177. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and h' gypsum sheetrock be applied directly to the bottom chord. Q�OFESS/0 ZH,q� F�2 to C 70068 *\ .y=*, / J / * May 24,2017 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 �• e 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 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t Job Truss Truss Type Dly Ply Brines residence 1171213 TCLL 20.0 SPACING- 2-0-0 K3235463 DEFL. C1 GABLE 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 Job Reference (optional) meeks lumber, rodding 2-0-0 46 11 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:32 2017 3x10 11 2.6.4 2-0-0 Scale =1:24.8 Ir Ip 10 14 l3 . IL 4.12 \\ 2x4 II 2x4 II 2x4 II 2x4 II 412 // S6-0 8-S -0-0 24 8 3-143 2-11-12 0- - 2 l$ LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 17 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 17 >999 180 10) TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -AS Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Blr G OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 6-3-0. (lb) - Max Horz 17=-39(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) except 15=-147(LC 14), 16=-274(LC 19), 17=-215(LC 10), 12=-216(LC 11),14=-153(LC 14),13=-274(LC 20) Max Grav All reactions 250 Ib or less at joint(s) 16, 13 except 15=414(LC 1), 17=499(LC 19), 12=499(LC 20), 12=323(LC 1), 14=414(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=418/598, 3-4=-025/566, 4-5=-411/642, 5-6=-330/539, 6-7=-331/539, 7-8=-410/642, 8-9=-425/566,9-10=-418/598 BOT CHORD 2-17=-468/356, 16-17=499/385,15-16=-486/373,14-15=-509/389,13-14=A86/378, 12-13=A99/401, 10-12=-468/357 WEBS 5-15=-379/274,4-16=-251/202, 3-17=-389/378,9-12=-389/378,7-14=-379/273, 8-13=-252/202 NOTES - 1) Wind: ASCE 7-10; Vult=11 Om ph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25f1; B=45f; L=24ft; save=4f; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(l) 1-0-0 to 5-6-0, Exterior(2) 5-6-0 to 8-7-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 15, 274 Ib uplift at joint 16, 215 Ib uplift at joint 17, 216 Ib uplift at joint 12, 153 Ib uplift at joint 14 and 274 Ib uplift at joint 13. 11) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the lop chord and h° gypsum sheetrock be applied directly to the bottom chord. Q�OFESS/ONq j i ZH40 C 70068 EXP. 9-30-2018 r `S1Tq CIVIL TF OF Cp11F May 24,2017 WARNING - Verf/y design peramefera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2815 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 verity 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 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Brines residence K3235464 171213 C2 Common 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.12 Vert(LL) Job Reference o tional meeKs iumaer, reaaing 5-&0 r 5-6-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:33 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X?yb1 B8-ySJk713VB5bSaulDE8rOYeOC_ggUVIhMgxHtSmzDIAV1 11-0-0 + 4x4 = 2 4x4 = .44 = Scale =1:19.8 1i 0_54. 5-0-12 - - 5.0-12 '0-54 ' LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 4-8 >999 240 MT20 220/195 10) BCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 • 4-8 >999 180 Rep Stress Incr YES WB 0.03 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 42 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X6 DF No.1 G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Blr G REACTIONS. (Ib/size) 1=440/04-15,3=440/04-15 Max Horz 1=30(LC 13) Max Uplift 1=-56(LC 141 3=-56(LC 141 I, FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-559/161, 2-3=-559/161 BOT CHORD 1-4=-81/468, 3-4=-81/468 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25f1; B=45ft; L=24ft; save=4H; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-M to 5.6-0, Exterior(2) 5-6-0 to 8-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; CL=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 Ib uplift at joint 1 and 56 lb uplift at joint 3. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/:° gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIpN4 . Z"'q0 gym C 70068 * ;,�Xz 93 18 , May 24,2017 WARNING - Veriry doslgn paramefera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473rev. 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, not �• . e 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 thus 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 properly damage. For general guidance regarding the fabrlca0on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety :on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job s Truss Type Qty Ply Brines residence TC3D TCLL 20.0 SPACING- 2-0-0 K3235465 171213 COMMON GIRDER 1 L/d Job Reference (optional) meexs lumoer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:35 2017 Page 1 ID:7NjnkAmQyFlkYalVsdj2X?yb1B8-ugQVX 51jirAgCubLZtud35TdTCQzbAf/Fm_XezDIAU 2-9-0 5-6-0 B-3-0 ( 11-0-0 2-9-0 2-9-0 2-9-0 2-9-0 Scale =1:19.8 5x8 = 3 48 = HUS26yxa - Or119 3-95 7-2-11 10.10.7 11.Q-0 01-9 3-7-13 35-5 3-7-13 0 1 9 Plate Offsets (X.Y)-- f1:0-1-5.0-0-01 f5:0-1-50-0-01.16.0-4-00-4.81 r7:0-4-0.0-0-81 LOADING (Pat) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP . (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.08 6-7 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.23 6-7 >575 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Weight: 101 Ib FT = 20°h 9 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 1=5336/0-4-15, 5=5006/0-4-15 Max Horz 1=-30(LC 57) Max Uplift 1=-1005(LC 35), 5=-964(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8831/1798, 2-3=-8704/1529, 3-4=-8751/1535, 4-5=-8895/1817 BOT CHORD 1-7=-1628/8176, 6-7=-948/5585,5-6=-1675/8247 WEBS 35=-552/4088, 3-7=-543/4019 NOTES - 1) 2 -ply truss to be connected together with 10d (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 - 3 rows staggered at 0-2-0 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 (8), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1005 Ib uplift at joint 1 and 964 Ib uplift at joint 5. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist' drag loads along bottom chord from 0-0-0 to 11-0-0, 0-0-0 to 11-0-0 for 68.2 plf. ' 11) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-3-12 from the left end to 10-3-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASES) Standard FESSIO/V, ZH4 Fti2 t< C 70068 n E -30.2018 F CA0F���\P. Mav 24.2017 WARNING - Verlry design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II.7477 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MTek® 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing rat is always required for stability and to prevent collapse with possible personal injury &nd properly damage. For general guidance regarding the W OW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 a Job Truss�Tru"pe Qty Ply Brines residence K3235465 171213 C3D COMMON GIRDER 1 2 Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 2412:05:35 2017 Page 2 ID:7NjnkAmOyFlkYafVsdj2X?yb1B8-ugQVX 51jirAgCubLZtud35TdTCQzbAf7Fm_XezDIAU LOAD CASE(S) Standard .1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 14= -1584(8)15= -1577(8)16= -1574(B)17= -1574(8)18= -1574(B)19= -1578(B) t ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with Wek® 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 0 Job s Truss Type Qty Ply Brines residence TD'lu' 20-0-0 '• 6-0-0 K3235466 171213 Scissor 7 1 6-0-0 Plate Offsets (X.Y)-- f2:0-3-12 Edgel 16:0-3-12 Edgel [9:04-0.0-3-41 Job Reference o tional meeKS lumber, reacting 8.010 s Apr 20 2015 MiTek Industries, Inc. Wed May 24 12:05:36 2017 Page 1 ID:7NjnkAmQyF1 kYalVsdj2X7yb1 B8-NO_lIK6NUOz1 RLTovHP79GegetbMi3NoMvWX34zDIAT 6-0-0 10-0-0 14-0-0 20-0-0 { 22-0-0 2-0-0 6-0-0 4-0-0 4-0-0 6-0-0 2-0-0 Scale =1:39.1 4x4 = r 4 •t , LUMBER BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=920/0-3-8, 6=920/0-3-8 Max Horz 2=-05(LC 12) Max Uplift 2=-171(LC 14), 6=-171(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3206/379, 3-4=-2466/292, 4-5=-2466/283, 5-6=-3206/414 BOT CHORD 2-10=-265/2999, 9-10=-266/3008, 8-9=-326/3008, 6-8=-325/2999 WEBS 4-9=-114/1604, 5-9=-773/179, 3-9=-773/185 NOTES- + 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25f1; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-14, Interior(1) 1-2-14 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint 2 and 171 Ib uplift at joint 6. 10) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 1140 gypsum sheetrock be applied directly to the bottom chord. Q�f ESS ZN40 FtiZ� C 70068 May 24,2017 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10/0312015 BEFORE USE. Design valid for use only with AATek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a buss 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 WOWis 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, OSB -69 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N: Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 14-M 20-0-0 '• 6-0-0 4-0-0 4-0-0 6-0-0 Plate Offsets (X.Y)-- f2:0-3-12 Edgel 16:0-3-12 Edgel [9:04-0.0-3-41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.20 9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.62 9-10 >386 180 TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.40 6 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS ' Weight: 78 Ib FT = 20% LUMBER BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=920/0-3-8, 6=920/0-3-8 Max Horz 2=-05(LC 12) Max Uplift 2=-171(LC 14), 6=-171(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3206/379, 3-4=-2466/292, 4-5=-2466/283, 5-6=-3206/414 BOT CHORD 2-10=-265/2999, 9-10=-266/3008, 8-9=-326/3008, 6-8=-325/2999 WEBS 4-9=-114/1604, 5-9=-773/179, 3-9=-773/185 NOTES- + 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25f1; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-14, Interior(1) 1-2-14 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint 2 and 171 Ib uplift at joint 6. 10) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and 1140 gypsum sheetrock be applied directly to the bottom chord. Q�f ESS ZN40 FtiZ� C 70068 May 24,2017 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10/0312015 BEFORE USE. Design valid for use only with AATek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a buss 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 WOWis 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, OSB -69 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N: Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Brines residence TCLL 20.0 SPACING- 2-0-0 K3235467 171213 DID SCISSORS 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.20 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Wed May 24 12:05:37 2017 Page 1 ID:7NjnkAmOyFIkYalVsdj2X?yb1B8-rDYFyg7?FJ5u3V2 -T _ wMiUBrOHxbRWdyaZF4bXzDIAS 2 0-0 6-0-0 10-" 14-0-0 20-0-0 22-0-0 ( 2-0-0 6-0-0 4-0.0 ( 4-0-0 6-0-0 2.0-0 Scale =1:39.1 i1 44 = 6-0-010010 00�14-0-0�2020-" 6-00 4-0-0 4-0-0 6-00 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.20 9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.62 9-10 >386 180 BCD10) L 10.0 0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.40 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 2=920/0-3-8, 6=920/0-3-8 Max Horz 2=-65(LC 41) Max Uplift 2=-303(LC 44), 6=-303(LC 45) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3331/1008, 3-4=-2466/552, 4-5=-2466/529, 5-6=-3331/933 BOT CHORD 2-10=-837/3133, 9-10=-511/3008, 8-9=-421/3008, 6-8=-745/3106 WEBS 4-9=-114/1604, 5-9=-773/195, 3-9=-773/248 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-14, Interior(1) 1-2-14 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing p e capable of withstanding 303 Ib uplift at joint 2 and 303 Ib uplift at joint 6. 10) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-M, 0-0-0 to 20-0-0 for 37.5 plf. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and h" gypsum sheetrock be applied directly to the bottom chord. 4 Q�OfESSIO/V ZH40 F�y� C 70068 :;o *\ " -)/ ) /* May 24,2017 WARNING - Verfly design paramorara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameter, shown, and is for an Individual building component, not �• a buss 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 whh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexendria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ory Ply Brines residence TCLL 20.0 SPACING- 2-0-0 K3235468 171213 D2D GABLE 1 1 GRIP (Roof Snow=2 ' TC 0.17 Vert(LL) -0.02 10-11 Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:40 2017 Page 1 ID:7NjnkAmOyF1 kYalVsdj2X7ybl 88-FoEObi9uYETTwznZ86T3K6pNRU3jeu70HXUICszDIAP -2-0-0 I 5-0-0 I 10-M I 15-0-0 I 20-0-0 22-M 2-0-0 5-0-0 5-0-0 5.0-0 5-0-0 2-0-0 Scale =1:40.4 4x8 I I 3x10 II 3x10 II 5 6 4x4 I I 1640 15-0-0 ) 2640 I 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets (X.Y)— f2:0-7-13 Edclel f2:0-7-5.0-2-141 f8:0-7-13 Edgel f8 0-7-5 0-2-141 f11:0-9-0 0-3-101 a LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 10-11 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.05 10-11 >999 180 M18SHS 220/195 BCD10) LL 10.0 0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 17 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 107 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF NO.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 5-3.8. (lb) - Max Horz 2=63(LC 43) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-197(LC 44), 8=-197(LC 45), 10=-133(LC 45), 12=-145(LC 44) Max Grav All reactions 250 Ib or less at joint(s) except 2=313(LC 27), 8=317(LC 58), 10=663(LC 20), 12=642(LC 19), 2=305(LC 1), 8=307(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-818/448, 4-5=-501/119, 5-6=-498/127, 6-7=-814/414 BOTCHORD 11-12=-356/460,10-11=-358/463 WEBS 7-11=-355/642, 7-10=-549/184,3-11=-326/652,3-12=-537/213 NOTES - 1) Wind: ASCE 7-10; Vu It= 11Orn ph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BC DL=4.8psf; h=25f1; B=45ft; L=24ft; eave=4fl; Cal. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at joints) 2, 8, 10, 12, 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2, 197 Ib uplift at joint 8, 133 Ib uplift at joint 10, 145 Ib uplift at joint 12, 197 Ib uplift at joint 2 and 197 Ib uplift at joint 8. 13) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0, 0-0-0 to 20-0-0 for 37.5 PIC Q�OFESS/0 ZHA0 C 70068 �CO�rjo�' May 24,2017 ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. '-;�• Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -C •." �3--jt3� 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 properly 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 250 KNg Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ®WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek® 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 vetlry the applicability of Design parameters and property incorporate this design into the overall ��• building design. Bracing intlkatetl is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �' is always required for stability and to prevent collapse with possible personal injury and property damage,Far general Mire damage. guidance regarding the febdcaticn, storage, Delivery, erection and bracing of trusses and truss systems, see ANSIliPl1 Criteria, DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlda, VA 22314. Coro s Z Qty Ply Brines residence , Job K3235468 171213 GABLE 1 1 To: Job Reference o tional meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:40 2017 Page 2 ID:7NjnkAmQyFlkYaNsdj2X7yb1 BB-FoEObi9uYETTwznZ86T3K6pNRU3jeu?OHXUICszDIAP NOTES- 14) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. 1 ®WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek® 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 vetlry the applicability of Design parameters and property incorporate this design into the overall ��• building design. Bracing intlkatetl is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �' is always required for stability and to prevent collapse with possible personal injury and property damage,Far general Mire damage. guidance regarding the febdcaticn, storage, Delivery, erection and bracing of trusses and truss systems, see ANSIliPl1 Criteria, DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlda, VA 22314. Coro s Truss Type Qty Ply Brines residence , K3235468 171213 GABLE 1 1 Job Reference o tional na, CA 92880 Job Truss Truss Type Qty Ply Brines residence K3235469 171213 V1} Valley 1 1 in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Job Reference (optional) meeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:41 2017 Page 1 ID:7NjnkAmOyFlkYalVsdj2X?yb1B8-j_omo1AWIYbKY7Mliq_IsKLZ3u0 NMoXVBDlklzDIAO I 3-10-14 7-9-12 3-10-14 I 3-10-14 Scale= 1:14.3 4x4 = 2 4 2x4 % 2x4 II 2x4 Z 7-0-7 7-0 - 7-9-2 10 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.06 Verl(CT) n/a n/a 999 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 21 Ib ' FT = 20% LUMBER- BRACING- " TOP CHORD 2X4 DF Nc.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G - REACTIONS. (Ib/size) 1=124/7-8-8, 3=124/7-8-8, 4=256/7.8-8 Max Horz 1=-17(LC 12) Max Uplift 1=-25(LC 14), 3=-25(LC 14), 4=-14(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; CI=1.1 3) Unbalanced snow loads have been considered for this design. 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-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1, 25 Ib uplift at joint 3 and 14 Ib uplift at joint 4. r • - t i a Q�OfESS10 ZHgp C 70068 * _ E P'9-3 0.2,(1,18 May 24,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 �• a truss system. Before use, the building designer must verify the applicability of design parameters end property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual buss 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 ANSIRPII Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r ` r Job s Truss Type Qty Ply Brines residence T-V2 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. K3235470 171213 Valley 1 1 Vert(LL) n/a n/a - 999 MT20 220/195 Lumber DOL 1.15 BC 0.04 Job Reference o tional meeKs IumDer, reaaing 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:44 2017 Page 1 ID:7NjnkAmOyFlkYaR/sdj2X?yb1BB-8ZTuQ3CObTzuPa4KNyY?Uyz5o5R1ajp B9SyLdzDIAL 1-10-14 3-9-12 1-10-14 - 1-10-14 ' 4x4 = Scale = 1:7.1 5.00 f12 2 m d CS d 2x4 2x4 39- 3 2 3-9-2 0 Plate Offsets (X,Y)-- f2:0-2-O.Edael LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. ' in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a - 999 MT20 220/195 Lumber DOL 1.15 BC 0.04 Vert(CT) . n/a n/a 999 s 10) TCLL 10.0 BCLL. 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 ` 3 n/a n/a BCDL 10.0. Code IBC2015/TP12014 Matrix -S Weight 8 Ib FT = 20% LUMBER- BRACING - i' TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2X4 OF NoA&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=92/3-8-8, 3=92/3-8-8 , Max Horz 1=-6(LC 12) ^ Max Uplift .1=-12(LC 14), 3=-12(LC 14) FORCES. (lb) -Max. Comp./Max.. Ten. -All forces 250 (lb) or less except when shown. NOTES- ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TC6L=4.8psf; BCDL=4.8psf'h=25ft; B=45ft; L=24ft; save=4ft; Cat, r II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. s 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1 and 12 Ib uplift at joint 3. F � Q�&ESSIO/V . ZHA0 `c 2 J C 70068 • '^ * :, P. 9.30.2018 May 24,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 �^ 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. Brecing 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 I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 A • � 1 Jab s Truss Type Qry Ply Brines residence TV3 K3235471 171213 Valley 1 1 DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL Job Reference (optional) meexs iumoer, reeoing d.ulu s Apr 2U ZU15 MI I eK Industries, Inc. Wed May 24 12:05:45 2017 Page 1 I D:7NjnkAmOyFI kYalVsdj2X?ybl BB -c11 GePD0Mn511 kf Wxg3E 1 AWE5VmFJ7W7QpBVt3zDIAK 20-9-11 41-75 20-9-11 20-9-11 Scale =1:67.7 I 3x6 5.00 12 5x8 = r 7 24, 23 25 22 21 20 19 18 17 16 26 15 14 3x6 = 3x6 = -4 3x6 REACTIONS. All bearings 415-2. (Ib) - Max Horz 1=-141(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 20, 22, 23, 24, 17, 16, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 1, 13 except 19=389(LC 21), 20=500(LC 3), 22=428(LC 21), 23=324(LC 21), 24=365(LC 1), 17=500(LC 4), 16=428(LC 22), 15=324(LC 22), 14=365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-20=-374/138, 2-24=-268/142, 8-17=-374/138,12-14=-268/142 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 4-9-11, Interior(1) 4-9-11 to 20-9-11, Exterior(2) 20-9-11 to 24-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3.8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 22, 23, 24, 17, 16, 15, 14. )SS/0 ZH40M00l May 24,2017 -�— WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-747J rev. 10/03/2015 BEFORE USE. �* Design valid for use only with MTekO connectors. This design Is based only upon parameters s'oown, and is for an Individual building component, not ( • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall me 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 ANSVTPIII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 415-12 1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) ' n/a n/a 999 Rep Stress Incr YES WB 0.23 Horz(CT) 0.00 13 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015rrP12014 Matrix -S Weight: 169 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF N0.1&BIf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS . 2X4 OF No.18Btr G WEBS 1 Row at midpt 7-19 REACTIONS. All bearings 415-2. (Ib) - Max Horz 1=-141(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 20, 22, 23, 24, 17, 16, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 1, 13 except 19=389(LC 21), 20=500(LC 3), 22=428(LC 21), 23=324(LC 21), 24=365(LC 1), 17=500(LC 4), 16=428(LC 22), 15=324(LC 22), 14=365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-20=-374/138, 2-24=-268/142, 8-17=-374/138,12-14=-268/142 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 4-9-11, Interior(1) 4-9-11 to 20-9-11, Exterior(2) 20-9-11 to 24-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3.8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 22, 23, 24, 17, 16, 15, 14. )SS/0 ZH40M00l May 24,2017 -�— WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-747J rev. 10/03/2015 BEFORE USE. �* Design valid for use only with MTekO connectors. This design Is based only upon parameters s'oown, and is for an Individual building component, not ( • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall me 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 ANSVTPIII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Corona, CA 92880 JobTVr4 s Truss Type Qty . Ply Brines residence SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 K3235472 171213 Valley 1 1 BC 0.18 Vert(CT) n/a n/a 999 ' Rep Stress Incr YES WB 0.17 Job Reference (optional) meexs tumuer, reocing 8.U1u s Apr 2U ZU1b MI I ek Industries, Inc. Wed May 24 12:05:45 2017 Page 1 ID:7NjnkAmQyFlkYafVsdj2X?yb1BB-4ybfrlDf74EceuEjVNaTZN2N5v5G2bcGfrx3QVzDIAJ 18 9 11 37-75 184-11 18-9-11 Scale = 1:61.0 i 3x6 5x8 = 5 3x6 J 17 16 15 • 14 13 12 11 10 3x6 = LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 ' Rep Stress Incr YES WB 0.17 Horz(CT), 0.00 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015rrP12014 Matrix -Si Weight:146 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 od purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 37-6-2. (lb) - Max Hoa 1=-123(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 9, 15, 16, 17, 12, 11, 10 Max Grav All reactions 250 Ib or less at joint(s) 1, 9 except 13=375(LC 21), 15=514(LC 3), 16=296(LC 21), 17=501(LC 18), 12=515(LC 4), 11=296(LC 22), 10=501(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-15=-370/142, 2-17=-364/169, 6-12=-370/142, 8-10=-364/169 NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45f1; L=36ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 4-6-1, Interior(1) 4-0-1 to 18-9-11, Exterior(2) 18-9-11 to 22-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. " 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 15, 16, 17, 12,11,10. Q�yOFESS/0 ZH40 C 70068 EXP. 9-30-2018 t IL 9 pt.\F Q May 24,2017 WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE *111.7473rev. 10N2/2015 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 �• 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 Mire k' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance rogeNing the I. regarding storage, delivery, erection and bredng of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ss Truss Type Qty Ply Brines residence F15 TCLL 20.0 SPACING- >2-0-0 CSI. K3235473 171213 Valley 1 1 Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 Job Reference (optional) n�nan� iuruuer, ro umg t7.ulu s Apr ZU LUlti MI I eK Industries, Inc. Wed May 24 12:05:412017 Pagel ID:7NjnkAmOyF1 kYarVsdj2X7yb188-Y89135EHuOMTG2pv255i6bbapJSjn3dou7gcyyzDIAl 16-9-11 33-75 16-9-11 16-9-11 t Scale =1:54.6 44 = 1 5 0 6 d 44 :r 17 16 24 15 14 13 12 25 11 10 44 44 = LOADING (psf) TCLL 20.0 SPACING- >2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Grip DOL 1.15 TC 0.16 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 1Plate Lumber DOL .15 BC 0.10 Vert(CT) n/a t - n/a 999 r Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 9 n/a n/a t BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 127 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1 BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 33-6-2. - (lb) - Max Horz 1=-104(LC 12) Max Uplift All uplift 100 Ib or less at joints) 1, 9, 15, 16, 17, 12, 11, 10 Max Grav All reactions 250 Ib or less at joint(s) 1, 9 except 13=379(LC 21), 15=484(LC 3), 16=314(LC 21), 17=369(LC 18), 12=484(LC 4), 11=314(LC 22),-10=369(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-15=-343/130, 2-17=-271/133, 6-12=-343/130, 8-10=-271/133 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 4-14, Interior(1) 4-14 to 16-9-11, Exterior(2) 16-9-11 to 20-1-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 15, 16, 17, 12, 11, 10. �pFESS/ONA ZHJ0 �6Lc 2 v `• , • J C 70068 * P.9-30-2018 • Jt �P May 24,2017 ®WARNING - Verfty design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �, �• a buss 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job s Truss Type Qty Ply Brines residence TV6 K3235474 171213 Valley 1 � 1 Job Reference (optional) Meeks lumber, reading 8.010 s Apr 20 2015 MiTek Industries, Inc. Wed May 24 12:05:49 2017 Page 1 ID:7NjnkAmOyF1 kYafVsdj2X?ybl B8-UXHnTmGXQ?cBVLzIAV7ABOguK66zFzRjLR9jOgzDIAG 14-9.11 29-75 14-9-11- - 14-9-11 t • A • Scale: 1/4'=1' 4x4 = 4 13 12 11 10 4x4 = 9 8 I .4 4x4 0-010. 29-75 0410 29-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 10) Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 TCLL 10.0 Rep Stress Incr YES WS 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 0.0 Code IBC2015/TPI2014 Matrix -S Weight: 106 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 OF No.1&Btr G REACTIONS. All bearings 29-6-2. (lb) - Max Horz 1=-85(LC'12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 11, 13, 9, 8 ' Max Grav All reactions 250 Ib or less atjoint(s) 1, 7 except 10=420(LC 21), 11=341(LC 3), 13=496(LC 1), 9=341(LC 4), 8=496(LC 1) FORCES. (Ib) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=-278/108, 2-13=-358/160,5-9=-278/108,6-8=-358/160 NOTES - 1) Wind: ASCE 7-10; Vult=11 Om ph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25f; 8=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 14-9-11, Exterior(2) 14-9-11 to 17-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. ` 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 11, 13, 9, 8. �OVESSIO& Q ZHg Ftic C 70068 May 24,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/032015 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 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 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 ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria -.VA 22314. Corona, CA 92880 , 'Job Truss Truss Type Qty Ply Brines residence TCLL 20.0 SPACING- 2-0-0 CSI. K3235475 171213 V7 Valley 1 1 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL Job Reference (optional) „ Meeks iumDer, reading 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:50 2017 Page 1 12-9-11 W ID:7NjnkAmQyFlkYaR/sdj2X?ybl BB-yjg9h6H9BJk27VYUkDfPkDD5KiL_QBSa5VGZHZDIAF I 25-75 12-9-11 I 12-9-11 Scale =1:40.9 4x4 = 4 + 44 13 12 11 18 10 19 9 8 44 = i 4x4 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC • 0.11 Vert(CT) n/a n/a 999 r Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 7 n/a n/a BCLL 0.0 BCDL 10.0 . Code IBC2015/TPI2014 Matrix -S Weight: 89 Ib FT = 20°h LUMBER- + BRACING - TOP CHORD 2X4 DF NO.1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btf G REACTIONS. All bearings 25-6-2. (lb)- Max Harz 1=-67(LC 12) - Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 11, 13, 9, 8 Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 10=388(LC 21), 11=376(LC 18), 13=362(LC 1), 9=376(LC 19),8=362(LC 1) FORCES. (Ib) -Max. Comp./Max. Tena - All forces 250 (Ib) or less except when shown. WEBS 3-11=-301/122, 2-13=-264/127, 5-9=-301/122, 6-8=-264/127 NOTES- ` 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; save=4ft; Cal. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 12-9-11, Exterior(2) 12-9-11 to 15-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 11, 13, 9, 8. i 4 �pFESS1 lF2c ZNAo J C 70068 EXP. 9-30-2018 May 24,2017 ®WARNING - Verffy design paramatera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103120IS BEFORE USE. * Design valid for use only with MTek® 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 property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord memters 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, seeANSVTPII Quality Criteria, DSB-80 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 JobT,,ss Truss Type Qty Ply Brines residence CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=2 K3235476 171213 Valley 1 1 BC 0.18 Vert(CT) • n/a n/a 999 Rep Stress Incr YES WB 0.05 Job Reference (optional) meeKS lumoer, reading8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:50 2017 Page 1 �ID•7NjnkAmOyFIkYarVsdj2X?ybl B8-yjg9h6H9BJk27VYUkDfPkDD3zWSC_RYsa5vGZHzDIAF 1 10-9-11 21-75 10-9-11 10-9-11 Scale =1:35.2 44 = 3 4x4 i 9 8 7 ( 6 44 2x4 II 4x4 = 2x4 II 2x4 II i LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT) • n/a n/a 999 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 f Code IBC2015/TPI2014 Matrix -S Weight: 70 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 21-6-2. (lb)- Max Horz 1=-55(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 9, 6 1 Max Grav All reactions 250 Ib or less atjoint(s) 1, 5, 7 except 9=541'LC 18), 6=541(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=4101/170, 4-6=-401/170 t NOTES - 1) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCLL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 10-9-11, Exterior(2) 10-9-11 to 13-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 9, 6. D Q�OFESSIONq� ZH40 ��2m C 70068 May 24,2017 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 rev. 10103lt015 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 verily the applicability ofdesign parametersand 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 M ITek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVWII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Brines residence NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4f; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 8-9-11, Exterior(2) 8-9-11 to 11-9-11 K3235477 171213 V9 Valley 1 ' 1 ' (Roof Snow=2 Plate Grip DOL 1.15 4) Gable requires continuous bottom chord bearing. TC 0.16 Vert(LL) Job Reference (optional) meeKs lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 2412:05:52 2017 Page 1 ID:7NjnkAmQyFlkYalVsdj2X?ybl B8-v5yw6olPjw_mMpisrehtpelRaK9CSL19100Nd9zDIAD 1 17-75 1 I 8-9-11 t Scale = 1:28.1 4x4 = 3 44 % 8 7 6 2x4 11 2x4 11 2x4 11 0 010 17-7-5 44 01}10 171'-12 LOADING (psf) NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4f; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 8-9-11, Exterior(2) 8-9-11 to 11-9-11 TCLL 20.0 SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 4) Gable requires continuous bottom chord bearing. TC 0.16 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0. Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB , 0.03 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S EXP. 9-30-20181 Weight: 55 Ib FT = 20% LUMBER- S l �\P BRACING - OF Opl\F0� TOP CHORD 2X4 DF No. 1&Btr G May 24,2017 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 17-6-2.. (lb) - Max Horz 1=44(LC 13) Max Uplift All uplift t00.1b or less at joint(s) 1, 5, 8, 6 i Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=262(LC 1), 8=397(LC 18), 6=397(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-300/134, 4-6=-300/134 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4f; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 8-9-11, Exterior(2) 8-9-11 to 11-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 8, 6. 4 Q�pFESSIONq� ZHgo J C 70068 EXP. 9-30-20181 * S l �\P OF Opl\F0� + May 24,2017 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II.7473 rev. 1 010 312 0 1 5 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not �• e 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 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 ANSIrTPl1 Quality Criteria, OSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Corona, CA 92880 Job Truss Type Oty Ply Brines residence Truss K3235478 171213 Valley 1 1 2x4 11 Job Reference (optional) . meeKs lumber, reading 8.010 S Apr ZO 2016 MI I ek Industries, Inc. Wed May 24 12:05:42 2017 Pagel ID:7NjnkAmOyF1 kYalVsdj2X?yb188-BAL8?NA83sjB9GxxGXVXPXugR Ijj6pdhkrzrHkzD IAN 6-9-11 13-75 6-9-11 6-9-11 Scale = 1:21.7 48 = 2 j6 d u - 4x4 % • 2x4 11 44 0-010 13-75 01 10 135-12 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (Idc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) n/a - n/a 999 Rep Stress Incr YES WS 0.04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 ' • BCDL 10.0 Code IBC2015lrP12014 Matrix -S Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 80T CHORD 2X4 DF No. 1&Btr G 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS - 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=212/13-6-2, 3=212/13-6-2, 4=544/13-6-2 Max Horz 1=33(LC 13) Max Uplift 1=-37(LC 14), 3=-37(LC 14), 4=-50(LC 14) Max Grav 1=218(LC 18),3=218(LC 19),4=544(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=-367/150 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 6-9-11, Exterior(2) 6-9-11 to 9-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1, 37 Ib uplift at joint 3 and 50 Ib uplift at joint 4. ' Q�pFESSIO 4 ZH40 Fti2c� C 70068 E 9-30-2018 �Q- AL�F May 24,2017 ® WARNING - Verify design parometers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shaMn, 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Ory Ply Brines residence TCLL 20.0 SPACING- 2-0-0 CSI. K3235479 171213 V11 Valley 1 1 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 Job Reference (optional) „ Meeks IUMDer, recoing 6.010 s Apr ZO 2016 MiTek Industries, Inc. Wed May 24 12:05:43 2017 Page 1 ID:7NjnkAmQyF1 kYalVsdj2X?ybl B8-fNvWDjBmg9rl nQ WSpF1 mylRuAi4rrGBgzViPpBzDIAM 4-9.11 I 9-7-5 4-9-11 4-9-11 44 = 2 4 2x4 2x4 II 2x4 Scale =1:17.4 17 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 10) 1 TCLL 0.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.02 HOrz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015rrP12014 Matrix -S Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Bir G REACTIONS. (Ib/size) 1=142/9-6-2, 3=142/9-6-2, 4=364/9-0-2 Max Horz 1=22(LC 13) Max Uplift 1=-24(LC 14), 3=-24(LC 14), 4=-33(LC 14) Max Grav 1=145(LC 18),3=145(LC 19),4=364(LC 1) FORCES. (Ib) -Max. Ccmp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4fl; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-9-11, Exterior(2) 4-9-11 to 7-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 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 3.641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1, 24 Ib uplift at joint 3 and 33 Ib uplift at joint 4. 9, pOESS10&44 • v=��O 'I,N' ZHgp ��ym C 70068 *\ E . 9- 2015 May 24,2017 WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473rev. 10/0312075 BEFORE USE. -- Design valid for use cnly with Mrrek® connectors. This design is based only upon pare meters shown, and is for an individual building component, not • a truss system. Bator 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, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Nob Truss Truss Type Qty PlyBr nes residence K3235480 171213 V12 Valley � 1 1 Job Reference (optional) Meeks lumoer, reaaing I 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 24 12:05:43 2017 Page 1 ID:7NjnkAmQyF1 kYalVsdj2X7ybl B8-fNv WDjBmg9rl nQ WBpF1 mylRwbi3NrGZgzViPpBzDIAM —I 57-5 i 2-9-11 Scale =1:10.4 44 = GMS 2 i 2x4 - 2x4 551 5-75 5512 0 Plate Offsets (X.Y)-- 12:0-2-O.Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. _ in floc) I/defl Lid PLATES GRIP TCLL 20.0 10) Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 SC 0.13 Vert(CT) n/a - n/a 999 TCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=164/5.6-2, 3=164/5-6-2 i' + Max Horz 1=11(LC 13) Max Uplift 1=-21(LC 14), 3=-21(LC 14) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; 1`1=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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. t 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 chard and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 1 and 21 Ib uplift at joint 3. Q�OFESSIO/V ZNAp Fly c� J C 70068 9-30- 18 May 24,2017 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rov. 10/09/2015 BEFORE USE. y 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 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 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 ANSIrfPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 B, �.._ I 1 —r = s3 N U. 92 � "�W " A3 I1 UA Alu J.. a A2nA I A3 1 - Ili 1 A5 1_ V3 V8 VS V6 V7 V8 V9 �V10 V„ V12 O D -- I 1 i I I i � yCy 5 M V BURGER:ABOVE Brines, Russell and Catherine FI.AN D D PLACEMENT ONLY. REFER TO TRUSS CALCULATIONS AND ENGINEERING 8TRUCTURAL DRAWING FOR ALL FURTHER INFORI"ATION. BUILDING DESIG ERJENGINEEROFRECORD PROJECT TITLE: Brines residence JOB No: 171213 RESPONSIBLE FOR ALL NON -TRUSS TO TRUM CONNECTIONS. BUILDING DESIGNERIENIGINEER OF RECORO TO RENEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. 1045 Ta,n riGO BM L o � ^edit% OIL 961M yr gy2gq.330-744-1840 DEi7VERYCOCA Durham p Ae ANpm are properly *I MEEH'S LUMBER AND HARDWARE. M Eealpro ore r eM v U- feb, at by MEEH'S LUMBER AND HARDWARE. B, �.._ I 1 —r = s3 N U. I I � "�W " A3 I1 A q3 J.. a I A3 1 - Ili 1 A5 1_ V3 V8 VS V6 V7 V8 V9 �V10 V„ V12 O D -- I 1 i I I i � Symbols PLATE LOCATION AND ORIENTATION $ " Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. �'y16 T I For 4 x 2 orientation, locate Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS c1-2 C2-3 W 4 p EBS c� of p O= n� =O d U p4. ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. dia 9 g, is always required. See SCSI. diagonal or X -bracing, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and C7-8 Csa Ces plates 0- '44' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber ' shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: . use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular ESR=1311, ESR-1352,'ESR1988 - responsibility of truss fabricator. General practice is to -4x4 to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at sparing, BEARING established by others. r or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise: Min size shown is for crushing only: ®A � - 18. Use of green Cr treated lumber may pose unacceptable anvirpnmental, health or performance risks. Consult with Industry Standards: project engineer before use. " ANSUTPI I: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information,MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MLI-WEBBRACE Ulm MiTek USA, Inc. ymmn A MTek ARliate MiTek USA, Inc. Page 1 of 1 "Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. ROOF AND/OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUAUFIED PROFESSIONAL 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE V1EB FORCE. 1 X 4 IND. 45 SP BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 1610 1886 1886 2829 ' s> 3143 3143 4715 .. 'r 1 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 111347 50 1 347 C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED N000 TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED 2021 " 2358' 2358 3536 c� 16'-0" 1006 1179 1179 1768 8. TABULATED VALUES ARE BASED ON A DCL =1.15 -" >'}�'��.i;; = 1886 1886` 2829 18'-0" 894 1048 1048 1572'i:' 3143 4715 20'-0" 805 943 943 1414 "Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK-STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZE2S ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE w -ERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WTH HOOD BLOCKING. SEE'STABILIZER' TRI LCC RRAr'r .IN .'. ATIMI rJ-A---GRFrICIrA TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) PROF o S 6332LU Of L * EXP. 613012018' rlcromhcr 11 91111 me�p4 i}t�li Ri sf� (Qd15fh1{f( arrrfRgD A®iiQ% TyfrS 71R9/NeElL/DED 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 �• e 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 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A QUAUFIED PROFESSIONAL 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE V1EB FORCE. 1 X 4 IND. 45 SP A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR SETTER, AS THE LATERAL BRACE MATERIAL, MID SHALL BE INSTALLED IN SUCH A MANNER THAT T INTERSECTS NEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DECREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WTH 2-8d (0.13194.5') FCR 1x4 BRACES, 2-10d (0.131-x 3') FOR 2)0 and 2X4 BRACES, AND 3-10d (0.131'Ki') FOR ZS BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.13190') NAILS FOR DO and 2X4 LATERAL BRACES, AND 3-10d (0.13190') FOR 26 LATERAL BRACES. B 2X3#3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 8. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED N000 TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOW TRUSSES, JOINTLY PRODUCED BY NOCO TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. vnnv.sbcindustry.com and ~.tonst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAVANG FOR NEB MEMBER FORCE 8. TABULATED VALUES ARE BASED ON A DCL =1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK-STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZE2S ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE w -ERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WTH HOOD BLOCKING. SEE'STABILIZER' TRI LCC RRAr'r .IN .'. ATIMI rJ-A---GRFrICIrA TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) PROF o S 6332LU Of L * EXP. 613012018' rlcromhcr 11 91111 me�p4 i}t�li Ri sf� (Qd15fh1{f( arrrfRgD A®iiQ% TyfrS 71R9/NeElL/DED 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 �• e 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 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE =Ell] 0 00 0 00 aI MiTek USA, Inc. o�o MiTek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Brace Size Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WEB Nails Section Detail T -Brace Web . f Web Size 2x3 or 2x4 2x6 2x8 for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 1x4 (*) T -Brace 1x4 (*) I -Brace 1x6 (*) T -Brace 2x6 I -Brace 2x8 T -Brace 2x8 I -Brace Nails --A SPACING Web Size 2x3 or 2x4 Brace Size for Two -Ply Truss r Specified Continuous Rows of Lateral Bracing 1 2 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace. 2x8 2x8 T -Brace Nails T -Brace / I -Brace must be same species and grade, (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web I -Brace rated boards with design values that are equal to (or better) the truss web design values. ''IIC¢ For SP truss lumber grades up to #2 with 1X bracing material, use IND9R��r �a?e %race 8 Nell g Big AWARNING . Verify design parameters and READ NOTES rev. Design valid for use only with Wek® 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 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 MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM111 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 �r AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE a/�aa 0 00 0 00 a MiTek USA, Inc. OGINEERm Br �a A N'Tek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 0.131" X 3" 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB Nails SPACING \\\—A iL-BRACE • � Section Detail \ E L -Brace Web MiTek USA, Inc. Page 1 of 1 December 21,2016 I& u `" Wg$prrvrr 15PAr9*Rv 5eO4Qk1t"04&%d d4hWb( HB tfirPAGE Mll•7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4 Corona, CA 92880 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length: L -Brace Size for One -Ply Truss r Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** 2x6 U6 *** 2x8 2x8 *** " DIRECT SUBSTITUTION NOT APLICABLE. QROFESSI �rGRRIQ B�FZ CD o S 6332 M xP. 6130l201e L -Brace Size * for Two -Ply Truss TEOFC O� Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8. 2x8 *** -DIRECT SUBSTITUTION NOT APLICABLE. 1 December 21,2016 I& u `" Wg$prrvrr 15PAr9*Rv 5eO4Qk1t"04&%d d4hWb( HB tfirPAGE Mll•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 e 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 chard 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 ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4 Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE Nails � Section Detail , ® E Scab -Brace Web e Page 1 of 1 ® December 21,2016 WARNING t*AaM SPfQe Wad&4J*L4 OJWA�h;jg AVJJ41rWnW W831 oIs 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 met 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 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 ANSIf Pl1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 MiTek USA, Inc. 0 0o Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical MiTek USA, Inc. Scab must cover full length of web +/- 6". e\JI�tr--yI A MTakA] THIS DETAIL IS NOTAPLICABLE WHEN BRACING IS ** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibis MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails � Section Detail , ® E Scab -Brace Web e Page 1 of 1 ® December 21,2016 WARNING t*AaM SPfQe Wad&4J*L4 OJWA�h;jg AVJJ41rWnW W831 oIs 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 met 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 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 ANSIf Pl1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 ;,AUGUST 1, 2016 Standard Gable End Detail Mll-GE130-SP 00 ® MiTek USA. Inc. pane 1 of 9 r�InIEl a MiTek USA, Inc. ENGINEERED BY ❑ 0 A MITeM Alnnate DIAGONAL BRACE 4-W O.C. MAX n Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" D.C. Vertical Stud �01� SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails DIAGONAL B CE Minimum Stud 16d Nails 1x4 Spaced 6" o.c. (2) - 10d Nails into 2x6 6 Stud or Stud Size Spacing 2x4 No.2 of better L -Brace Typical Horizontal Brace BRACE Nailed To 2x Verticals SECTION A -A w/(4) -10d Nails 2x4 lud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. T4SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD 3x4 = SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** _ L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE 0.131" X 3" AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing 24" Ma 1'-3" Max. Diag. Brace at 1/3 points if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" D.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall ♦ / 2k6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) LU (o S 6332 Of - 6/30/2018 ^r OF CAU December 21,2016 D U R TI N L INCREASE:1.60 I N R N& I �cQJ WFR b18.7 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 inwrporate 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 ANSIRPI1 Quality Criteria, CSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,.VA 22314. Corona, CA 92880 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 1 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 1 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" D.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall ♦ / 2k6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) LU (o S 6332 Of - 6/30/2018 ^r OF CAU December 21,2016 D U R TI N L INCREASE:1.60 I N R N& I �cQJ WFR b18.7 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 inwrporate 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 ANSIRPI1 Quality Criteria, CSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,.VA 22314. Corona, CA 92880 i. AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL' MII-TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES:1.. TOENAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER a oo AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 00 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ymmml ` SQUARE CUT A MIT,k A1011M SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: k 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT F , SIDE VIEW NEAR SIDE NEAR SIDE X - -----I FAR SIDE NEAR SIDE 4FAR SIDE SIDE VIEW • MILS NAILS NEAR SIDE ` ---I FAR SIDE NEAR SIDE --- ----I 'FAR SIDE • TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF 0 .131 88.1 80.6 69.9 68.4 z O162 .135 93.5 85.6 74.2 72.6 t63.4 118.3 108.3 93.9 91.9 r+i .128 84.1 65.3 57.0 Z O J .131 86.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 c+i (9 .120 73.9 67.6 58.7 57.4 50.1 z O .128 84.1 76.9 66.7 65.3 1 57.0 J c .131 88.1 80.6 69.9 68.4 59.7 n .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: k 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT F , SIDE VIEW NEAR SIDE NEAR SIDE X - -----I FAR SIDE NEAR SIDE 4FAR SIDE SIDE VIEW • MILS NAILS NEAR SIDE ` ---I FAR SIDE NEAR SIDE --- ----I 'FAR SIDE • AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY2 (BEVELED BOTTOM CHORD) n f___1n11 F_� MiTek USA, Inc. Page 1 of 1 o Imo . 0 00 NOTE: VALLEY STUD SPACING NOT MiTek USA, Inc. GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS DD l �O D.O.L. INC = 1.15 yzaASCE 7-98, ASCE 7-02, ASCE 7-05 A MiTek Affiliate ASCE 7-10 (MWFRS) 140 MPH WINDMWFRS) 110 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. ' P 12 SEE DETAIL A, B, OR C 1 BELOW (TYP.) 13 12 11 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS TOE -NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT . TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE GABLE END, COMMON TRUSS OR GIRDER TRUSS s 10 BEVEL VALLEY TRUSS if SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) n.—h—ii 'pr11R MARNNiI'Qllrrfr ne5r4TyMrBrtAel0lb and REA9N076BORYi7�6A11BIRC0l79EB-NMTLI F9EMC1Al2 IRAT&Irv. 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 property incorporate this design into the overall ,`' I 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, see ANSI/TPII Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 _ • I 11 11 II I II II II II II II II II 11 II II 11 II II II II II I I II II ' II II II 'll II 1� �I 11 II II 11 I I� � II 11 11 II 1� 1� 1 I II II 11 II II II II I II 1 II II II II 11 I I II II 11 1 'I II II II II '1 II I I jl II 11 II II II I II II II II I 11 11 II II II 1j II 11 II II II II 1 11 I ' BASE TRIL VALLEY TRUSS TYPICAL TYPICAL (24" O.C. LL VALLEY TRUSS TYPICAL ' S (24" O.C.) � This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. ' P 12 SEE DETAIL A, B, OR C 1 BELOW (TYP.) 13 12 11 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS TOE -NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ (2) 16d TOE -NAILS (2) 16d TOE -NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT . TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE GABLE END, COMMON TRUSS OR GIRDER TRUSS s 10 BEVEL VALLEY TRUSS if SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) n.—h—ii 'pr11R MARNNiI'Qllrrfr ne5r4TyMrBrtAel0lb and REA9N076BORYi7�6A11BIRC0l79EB-NMTLI F9EMC1Al2 IRAT&Irv. 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 property incorporate this design into the overall ,`' I 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, see ANSI/TPII Quality Criteria, DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 v a .y y s. L. v r fb GENERAL NOTES NOTASGF/YFRALFS mmmanttData�nartoerlussluawLs.` i'STEPSTOSETTIN6TRt)SSES. 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','bg' mtb FOTapion uA*ada�a- ppn ..�+use+wem "PiVoe� } ld nmeP�*Iomdimw A. rba.aaia.®y m4� a° mymameam.�r.o�m.eaaabe.s edn bpgeCrpllpatpmbrefeeAvaY Y _ NOarnbnbw6a� °mm^d h .�meaae.ea>vabr A�mge�i.�p ¢armmneev:®v+asamgal.• memteEa amen: �aaaa¢e�he(maprfe•pe P,AY' a�tl bbd h Mea 6e\wsyaey¢mrreeoaarmW "etemetta^`Grnoeea'trlld+wenn mam tmraaaemntb eAahaamN .. ewm � ..¢+rba.w�.aw'OOr.m�'s°rm�nw�m.amam.o:rw•wb•e.� ..� PTltrpmladta NYhm tA. 50 SitrWtp Am Prat pq'�0m - l a44waaaaaoyrmmbe:�am.r.e.��mare.n . mom taaPd .... .. "._ arblmae. - •' .- - ( A�.)..� trbaC¢dsa+Cor sbeeam -. artematq t afL - amoetmmffi(e.t m)etom, - TRIOL RATE ixvw a• W(]m)-LF(La o>) ..�. ®rmamee •ea.�ymma av A,�gty m..tseawtms .. z .sAE l� '� ; .` rY Q._. {` � 'It '® @ : � 9 . , • ! . � ;: ® ,0.. 32 V• PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE OMPLIAC DATE % BY r 383 Rio Lindo Ave, Chico, CA 95926 P. (530) 592-4407 www.summitchico...com Structural Calculations For: Client: John Anderson, Architect Project: Brines Additions - Lateral Calculations Address: 9012 Goodspeed Street, Durham, CA Note: Summit Structural Design has provided calculations for the lateral load resisting system for the project at the address above. All other aspects of the project including, but not limited to, gravity framing .design, detailing, specifications .etc. are the. responsibility of others. y Ci 7 �rt�i EXP. b CIVIL 'Alt. S�zL 17 �V G• AN/) LC46-_3lt'_' Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmansh.ip specified herein. SSD is not responsible .for any structural .element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest.quality and in all cases. shall follow accepted construction practice, the latest edition of the California Building Code, and local h, -ii,;-- ,,�­-­__._ Bi 7/ -1036 B- 5, h C? 010-2811••094 I �I U LY 24, 2017 b- [ L� �pY REMODEL/ADDITION-RECHECK 2 Summit_ Structural Design PROJECT: Brines Lateral Calcs STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2016 CBC.AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSI:BLf FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY.. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING.DEPARTMENT APPROVED, STRUCTURAL DRAWINGS: SHOULD'ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUTTHE WRITTEN APPROVAL;FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT.SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES.SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING. WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER: F) ALL WATER PROO.FING.AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: SPECIAL IN P.ER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS (IF REQUIRED) THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEERAND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED.; AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED T.0 BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF S% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND.OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN 'B ' EHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS.PLACED ON OR ADJACENT TO SLOES; A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OFTHE 2016 CBC: THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS. IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE.SUI.TABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A.SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATI INS•MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE.EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTEDTO DETERMINE THE EXTENTAND ADEQUACY OF. THE EXISTING, UN -MODIFIED, PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. Summit Structural Design PROJECT' Brines Lateral Calcs 4. CONCRETE ) REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2;5,00 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM T0. ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT.CONTAIN MATERIALS.THAT ARE ALKALI REACTIVE AS DETERMINE. D.:BY ASTM:G227, 289, AND 295.. IF TEST DATA IS U.NAVAILABLE.IN REGARDS TO ALKALI. REACTIVE MATERIALS, PROVIDE CEMENT WITH;A MAXIMUM ALKALI CONTENT LESS THAN 0.45.%. BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS'ON GRADE SHALL BE PER THE. CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4' THICK S.O:G: WITH #3 BARS AT 15" O.C. EACH WAY AROVE:MID-DEPTH OF SLAB OVER 2"SAND, OVER MOISTURE BARRIER; OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH A31 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %. OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0. WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0"WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 w #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER. EXPOSURE: W J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR -DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE,, 80 BAR DIAMETERS UM.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR'BOLTS SHALL BE ACCURATELY LOCATED.ANQ ADECLUATELY SECURED.IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. '6. FRAMING/LUMBER 6.1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1,. STRUCTURAL SHEATHING'WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGERRANELS AND NAIL WITH 8d AT 6" O.C..EDGE, 12" O.C. FIELD U:N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES. U.N,O, BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: .%." APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL' MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL 3E OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 2044 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED.ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL.BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, RITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR. TO COMPLETION OF FRAME INSPECTION IN.A000.RDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB' = 3100 PSI & FV = 285 PSI 'MIN., AND SHALL BE MANUFACTURED, APPROVED AND. IDENTIFIED. AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE. FB =.2900 PSI & F.V= 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2 --DIAMETER ANCHOR BOLTS AND 3" X 3' X..229" THICK PLATE WASHERS LOCATED AT w-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS; SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE -CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE.DF=L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L#2 U.N.O. 5. CONCEALED BEAMS SHALL BEDF-L #2 Summit Structural Design —PROJECT: Brines Lateral Calcs 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE.GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT.DIPPED GALVANIZED, G.) BOLTS AND LAG.SCREWS: BOLTS AND. LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE. RUST. BOLTS EXPOSEDTO WEATHER SHALL BE GALVANIZED. H.) ALL.HARDWARE CALLED SHALL BE. 51..MPSONSTRONG-T,IE CO.,.OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS � I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURETREATED WO.O.D,SHALL BE. STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1, B.) LARGER MEMBERS: ALL FRAMING MEMBERS.SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AN..D OR FLOORS AND COULD. LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS:OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O; B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER, EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN .ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: -HOT WATER HEATER, STOVE, REFRIGERATOR; OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C:) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERW+SE FRAME POSTS THROUGH FLOOR SYSTEMS. B..) WHERE POSTS, WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO. BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6=5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE•CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 4.8" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS.10'-011. C.) MIS PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT 11 OF -SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER'MANUFACTURERS RECOMMENDATIONS AND. CURRENT ICCREPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR.ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TQ THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQLIIRE.THE CUTTING OF STUDS ARE.AN ACCEPTABLE ALTERNATIVE.. F.) SEE NOTE 6=1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING. NAILING AT .3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED•WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. Summit. Structural Desi n e PROJECT: Brines Lateral Calcs 'E.) FASTENERS INAESERVATIVE .OR.FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. .8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED. ROOF TRUSSES.: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS:FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL -DRAWING SIAND CBC 2303.4. B) COMPLETE. -CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE Of. MEMBERS, AND CONNECTION DETAILS, STAMPED.AND SIGNED BY AN ENGINEER. LICENSED -IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND. PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP -CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD l0 PSF TOTAL LOAD 40 PSF UPLIFT LOAD .AS REQUIRED BY THE 2016 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS.MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSESSHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS:. LIVE LOAD DEFLECTION = L/360; TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC -CHAPTER. 16- DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C} SEISMIC'DESIGN CATEGORY:.D D) WIND SPEED: 110 MPH' EXP C ' Summit Structural Design Project: Brines Lateral Calcs Engineer:. RKB Design of : Gravity Loads Roof Slope= 5 to 12 Roof Dead Load Ply 1.5. psf Roofing 3.4 psf Framing 5.2 psf Gyp 2.8: psf Insul 1:0 psf Mlsc,. $.5 psf Total (sloped.) 17.4 psf Total (horn.) 18.0 psf Roof Live Loa. d Roof Live Load 20..0 psf Wall Dead Load Siding 10.5 psf (exterior) 3/8. Ply. 1.8 psf 2x Framing 2.2 psf Gyp, 2.2 psf Insul. 1.3 psf Total 18.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior). Gyp. 2 sides 4.4 psf Total _ 6.0 psf RAM IMMIN v Icvj 4 12 if d lillalm PU3,Qi19eE) •." 11 su RAM IMMIN v Icvj 4 12 if d lillalm PU3,Qi19eE) •." 11 Summit. Structural. Design Project: Brines Lateral CaICS Engineer, RKB: Design of : Seismic Mass and Seismic Load Development Area (f6 Weight (Ibs) Roof 50.90 91747 Roof Snow (20%) 0 0 Height'(ft) Length (ft) Weight (Ibs) Walls(ext) 9. 310 2511Q Walls(int) 9. 150 4050 Total 120967 Roof Area, (ft) Floor. Area (ft -,2 Ultimate Working Stress 5090 0 9945 7104 Roof Trib. Line Shear (Ibs) Shear (Ibs) Wall Line Area. (ff) Working Stress rho Total 1. 310 433 1,30 $62 1.5 480 610 1.30 871 2A 3.15 440 1.30 572 213 775 1082 1.30 1406 3 230 321 1.30 41.7 A 600 837 1.30 1089 B. 1630 2275 1,30 2957 C 220 307 1.30 399 D. , 220 307 1.30 39.9 , y, Des:i,9ri Maps Summary Repoirf, User-Specified Input. Buiiding Code Reference Document 20'.12/20.15 international Building Code (which utilizes USGS hazaM-data evaJlahlem 2008) 1 Sitc Coordinates 3.9.63°N; 121.8°1N x Site Soil Classifica.tioh Site Class D ,- "Stiff Soil" Risk Category I/I'I/III r a :fr ?L F!taf•1,.% .•k{��,''ar3 trSt��....� 3('.•lx-iJ,�7.�5ff F''.�-'t'.,4t°.�T}' E..,r1 I•.4.ar.u.: �„fir�3rr, !r3 ;:f''..'.i{nr , a::'x•:r, =�9�l:-t:rx`,. rrT -- ;.��"�as\p��},satat.5's•�'T�;3,f�TiC1uR�'Q:$•�`-, per:ta.t.".�.irr,'� '�ts"+•ff?�, +.ff'}lt:%i,Pf ''+?i!}fi.s�.:�,k�tt,S .r'''-. l,ijl �i�';`Lfrr!rr'!'�!r+k•«�.'�_Illtq'','�%r•`N.7f7 i r; r i$-.'}:'R�.�7''E Rt; 3 iitf .l �ir1r,'1i, ff��?f4y'k!iniaj�CF : {.(jy��''�?' 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USES-Provided` Output i ., ;$ �a Ss 0 61.2�g- S'MS - 0,802 g r Sbs 0.535 g,' K a S, 0 272 g+ps, SM, .. 0.505 g� S 0.337 g,," as For information on h.owv the SS: and S1 values above-have b.kri,calculated from probabilistic (risk-targeted), :an d > deterministic ground;motions in the. direction of maAmurn, horiiontal resp onse,.'please ,return ;to. the. application and select the "2009 NEHRP'r building' code referencedocument., yw y D,IC ftc�p ific Sp+tctrum ,..� {"} „ Do-sign Response S reccrJ n aof d' 4, �, u �., ■ .At` .. it ul• _ u;L � ,r• �. „ groa ; Q 07 '' .t 4,.17 r1..7S • f1 J' 7:'+:1 O.",X3 - Lr3).• Liz) 1 pQ LM IM - ?4 U.A1 .,.LJ .'CICiJ tl J7 • Idyl Lc0 ,..L) Ll';r 1.133 •..9U ' �' f'efED9.T�9pcj ,' ,�'. �• rt. y fert�d T{secj. , Aithough this informationis a product of the U.S. Geological .Survey, We provide. no warranty, expressed or lmpilegd,'as to the;`~ accuracy of the data contained therein. This tool' isnot a substitute for techfiicai subject-matter kriowledg'P. Level Story Ht. (ftj I hi (ft) '(MO -ft) (ft) wi (kips) (%W*hi) Cvk Veq. (kips) 1 5, VEQ (kips) Diaph. (kips) ROOf 9' 9 .121 1088 1. to 13-9 120.5 1088 Summit Structural Design Project: Srihes Lat6ral Cal.ds Engineer RKB -Design -of:. Seismic Load Development (ASCE 7-1.0) Seismic Design Category D Ss 0.612 Mapped 0.2 sec.s ectral response se P Occupancy 2 S1 0,272 Mapped I.sec spectral response - Site Class In accordance with Ch 16; TL 16 SMS 0.802 Max -Considered -EQ SM1 0.505 Max Considered EQ SQ5, .0.53.5 Design -Spectral Response (01:Sec) SD1 0.337 Design: Spectral 'R:esponse (1.0 Sec) System Light Framed Shear Walls • 6.5 Omega 3 Cd 4 Ht Limit 65 Cs' 0.08 12.8-2 Max Cs'. 0.50 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0:10 Cu 1.4. Max T 0.15 No limit for drift Use T 0.10 Alt Ss 0..61.2 V= 0.082 -*W Height to Roof.:(hn) = 9 ft V= 9.9 k. Vert Dist Exp. (k) 1 Level Story Ht. (ftj I hi (ft) '(MO -ft) (ft) wi (kips) (%W*hi) Cvk Veq. (kips) 1 5, VEQ (kips) Diaph. (kips) ROOf 9' 9 .121 1088 1. to 13-9 120.5 1088 z - Summit Structural Design Project: Brines Lateral Calcs Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-10; Section 28:6) \_ Conditions: 1. Simple Diaphragm i :CASE '8 2. Low-rise i (USE 0:0'1 3. Enclosed T %r 4. Regular..Shaped .5. Not Flexible, «� 6. Not Subject. to: ^V`\� :,CASE A a) across wind loading b) vortex shedding c) instability (gallup/flutter) I d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof 5 45° 8• Exempt From Torsional Load. Cases i` L) �� ✓ ,% Fndicated in Note 5 of Fig. 28.471, or �\ the Torsional Load Cases do not �� C) A A Control the Design: (ASE g (1) story and h530 ft. or (2) story max and light framed or (2) story max and flex. diaphragm L= 102 Long. Bldg. Dim. (ft) 4 2aL= 12.0 ft - T= 74 Transv, Bldg. Dim, (ft) .4 2aT= 12.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0,60 Load Combination Factor. A= 1.21 Adjustment Factor KZt= 1.00 Topogra,phi.c Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, A 0= 25 Closest Roof Angie Mean Roof Exposure (5',10"j15°.,20',W,or 300) Ht, (ft) B C' D MWFRS: Wind Loads (psf), ps=LCF*A*Kit*ps3015 1.00 1.21 1...47 Location ps, 0=0 Ps, 0=25 Min. Net Ovhg.2'0 1,00 1.29 1.55 A-110 13.9 17.5 9. b 25 1.00 13.5 1.61 8-110 2, 48. 0 1.00 1.40 1.66 C-110 9.2 1:2.6 9.6. 35 1.05 1.4 1:70 D-1'10 2.9 4..8 4.0 1.09 1.49 1.74 E-110 -16:8: -7.8 -14..4 45 1.12 1.53 1.78 F=110 -9.5 -10.6. $0 1.16 1..5.6. 1.81 G-110 -11,6 -5.6 =12.3 55 1.19 1.594 1.84 -1.10 -7'.3 - ..5 6.0 1.2'2• 1.62 •1.87 Summit Structural Design Project: Brines Lateral Calcs Engineer: RKB -Design of ; C+C-Envelope Procedure (ASCE 7-10, Section 30.5 0 Conditions: 2 1: Mean Roof Height <_ 60 ft, 2. Enclosed O ° 3. Regular Shaped , 4. Not Subject to: o o o \ o a) .across wind loading -t b) vortex shedding HIP ROOF (7'< o 5:25') RI ROOF (25'< o <27) c) instability (gallup/flutter) d) channe.,ling effect e) buffeting (upwind obstructions) C�3j. 10 5. Flat Roof or Gable Roofs 45°, or Hip Roof s 27° 40 n i4) Adjustment Factor for Bldg Hei.ght and Exposure, A mean Exposure Roof Ht. B C D FLAT ROOF and GABLE ROOF (.7'< 0'-<4 5') ft GABLE ROOF (0<7') 15 1.00 1.21 1.47 L= 102 Long. Bldg. Q.im. (ft) 20 1.00 1.29 1.55 a (.ft) 6..0 T` 74 Transv. Bldg. Dim.. (.ft) 25 1.00 1..35 1..61 V 110 Basic Wind Speed (110 or 115 mph) 30 1.00 1.40 1.66 LCF= 0.6 Load Combination Factor 35 1.05 1.45 1.70 A= 1.21 Adjustment Factor 40 1.09 1:49. 1.74 KZt= 1 Topographic Factor 45 1.12 1.53 1.78 h= 15 Mean Roof Height (ft) 50 1.16 1.56 1.81 RAN= 2 Roof Angle Number (1=0°-7°, 2=8°-27*, 55 1.1.9 1.59 1.8:4 3=28 -45')' 60 1.22 1.62 1.87 C+C Wind Loads (psf), pnet=LCF*A*Kzt*Pnet30 EWA pnet Qvhg. EWA Pnet Loc. Zone (ft2 + _ Loc. Zone ftz + _ 0 6 - 5,: 20 .6 - 4 5. - 6.4 1 50 11.6 -1.3.5 4 50 14.2 -1.5.5 1 100 11.6 -13.1 4 100 1.3.4_ -14.8 2 10 11.6 -25,2 -29,5 4 50.0 11.8 -13.1 0 2 2. B. -23.2 -29.5-- 5 10 5..8 -2 1. it 2 50 .6 -20.5 49.5 5 0 -19.7 2 1 i 1.6 - 8.5 9.` 5 0 14.2 -17.9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 -13.1 0 1 -31.6 - 3 0 -29.21 -33.5 i'S Summit Structural Design Project: Brines Lateral Calcs. Engineer:.RKB Design of Wind Loads A B C D End Zone End Zone 'Int. Zone Int: Zone Line Min..:Net. Wall Line Wall Area Roof Area Wail Area Roof Area Shear (lbs:) Shear (lbs) Control_ 1 80 " 19 1066 859 1066 1..5 225 2842" 2160 2842 2A 80 1011 768 1011 2B 15 17 61 -100 13.72 1291 13.72 3 S4 47 1078. 744 1078 A. 54 132, 15 32. 1601 1450 1601 B. 272 194 3999 35.42 3999. C 85 1014 81'6 1074 D 40 45 827 .600 827 5uMmit Structural Design Project: Bribes Lateral CoIcs Engineer: RKB Design of - Lateral Force. Summary Wind Seismic Wall Line Shear (lbs) Shear (lbs): Control 1066 562 Wind 1.5 2842 871 Wind 2A 1011 572 Wind 2B 1372 1406 seismic 3 1078 417 Wind A 1601 1089 Wind B 3999.. 2.957 Wind C 1074 399 Wind D 827 399 Wind Summit Structural Design Project: Brines Lateral Calcs Engineer::RKB DeSign..Of .:..Shear. Walls.. Panel'Thickness ess 3/8 a!' Panel Orientation J,SholtDimerisibnkfossSvuds j Nail Type 80 ,!,i Anchor Bold Diam. 11/2 ;! Stud Spacing. 16 in ox. Spec Grav Of.Framing 0.5 Fnd Sill Plate Grade. DF -L AB in 2X Slll 620 lbs AB in 3X Sill 730 lbs Sill Plafe/Rim Anchorage Nail Embed Index #. Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1..6 165 2 164 3.5 0.148 2.00 1.6 189 3 20d 4 0.177 2.S0. 1.6 261 4 30d 4.5 0.192 3:00. 1.6 212 S. 1/4" SDS 3.5 0.25 2.00 1.6 544 6 AM 1:6 '695 7 A54 1.6 515 Shear Wall SW Plate Fastening. SW Rain Fastening (No. Ply E.N.) AB Spacing (h) Edge Nail (in) Load (lbs) Fastener # spacing Fastener q Spacing 2X Sill 3.X Sill 6 260 1 7.6 inches 6 32.1 inches. 3.82 4.49 4." 350 1 5.1 inches 6 23,8 inches 2:83 3.34 4, Not e.1 380 1 5.2 inches 6. 21.9 Inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 17.0 inches 1.Oi 2.38 2, Note. 1 .640 1 3.1 inches 6 13.0 Inches NG 1.83 44, Note 1 760 3 4.1 inches 6 11.0 inches NG 1.54 33, Note 1 .980 3 12 Inches 6 8:5 inches NG 1.19 22, Note 1 1286 .3 2.4 inches 6 6,5 inches NG 0.91 1. Use 3X framing At adjacent panel edges and stagger nailing k Summit Structural Design Project: Brines Lateral Calcs. Engineer: kK8 )esign of: Shear Wall Framing Total Resistive Segment Segment Lateral Wali Overall Resistive .Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail Lerigth. Length' Ratio Load Height Moment Moment" M/D 'Line pbsj ft (If (In) (ft) ft) Factor (lb/ft); (ft) (ft -Ib) (ft -Ib) ((lb) 1=w 1066 3.00 355 4" 3.50 1.50 1.00 300 9 4796 338' 3062 1 -eq 562 3.00 187 6" 1.50. 1.50 .1..00 300 9 2531 338, 1552 1.5-w 2842 11.00 237 6" 12,00 12.00 1.00 3Q0 9 25581 21600 1052 .1.5 -eq 8.71 12.00 73. 6" 12.00 12.00 1.00 300 9 7838 21600 -427 2A --w 1011 8.00 126 6" 8.00' 8.00 1.00 300 9 9095 9600 417 2A=eq 572 8.00 71. 6" 8.00 8.00 1.00 300 9 5144 9600 -77 213-w 1372 8:00• 171 6" 4.00 4:00 0.89 200 9 6172 1600 13.03 28 -eq 1406 8.00 176 6" 4.00 4.00 0.89 200 9 6328 1600 1342 3-w 1078 9:00 120 6" 9:00 • 9.00 1.D0 150 9 9701 6075 673 3 -e 3 -*eq 417 9.00 46. 6" 9.00. 9.00 1.00 150 9 3756. 6075 12 A -w 1601 5.00 320 4" 5.00 5.00 1:00 150 9 14409 1875 2657 A -eq 1089 5.00 238 6" .5.00 5.00 1.00 150 9 9797 1875 1734 B -w 3999 33.00 121 6" moo 35.00 1.00 300 9 16361 33.750. -259 8 -eq 2957 33.00 90 61, 15.00 15.00 1.00 300 .9 12098 33750 -543 C -w 1074 5.00 215 6" 5.00 5.00 3,00 150 9 9664 1875 1708 C -eq 399 5100 80 6" 5.00 5.00 1.00 150 9 3592 1875 493 ,D -w 827 S.00 165 6" 5.00 5.00. 1.00 150 9 7.445 1875 1264 D -eq :399 SAO 80 6" 5.00 5.00 1.00 150 9 3592 '1875 493 Summit _4.;-trHrfi)r;41 n. oi r, ia n Project: Brines Lateral. Calcs Engineer: R K B -Design of: Lateral Orags. Lateral Overall Sheat:per Length to Drag Drag wall Load Length Foot be dragged Load, Type Line (lbs) (Olf) (ft) (lbs) if applicable 1-W 1066 18.0 59.2 8.0 474 A I -eq 562 18.0 31.2 8.0 250 A .1.5-W .2-842 25.0 113.7 6.0 682 A 1.5=eq .971 .25.0 34.-8 6.0 209 A 2A -w. 1011 25.0 40.4 15.0 606 A 2A--qq 572 25.0 219 15.0 343 A 26-w 1372 20;0 68;6 6.0 411 A 213 -eq 1406 20.0 70.3, 6.0 422 A 3-w 1078 20.0 53.9 5.0 269 A 3 -eq 417 20;0 20;9' 5.0 104 A A -w 16.01 40.0 40.0 25.0. 1001 A Areq 1089 40;0 27.2 25.0 680 A B -w 3999 40.0 1.00w0 4:0 400 A B --eq '29*57- .40-.0 73.9 4.0 296 A C -w 1074 16.0 67.1 1.1.0 -738 A C -eq 3-99 16.0 24.9 11.0 274 A D -w 827 16.0. 51.7 11.0 569 A D -eq 399 16,0 24.9 11.0 274 A Summit Structural Design Project: Brines LateraLCalcs Engineer RKB Design of:. Roof Framing Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1%2" APA rated.Exterior plywood or OSB, Apply.face grain perpendicular to framing, stagger panels and nail with 8d at•6" o.c. edges and'12:" o.c. field. Edge nail atgable :ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load == 20 psf ' T -C: Dead Load = '10 psf B:C. Dead Load:= 8' psf Total Load = 38 psf A