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Home My WebLink AboutB16-2915 041-470-062 (2)RECEIVED JAN 12 2017 Butte County Departmen1rRh0AV46pAWbJArrfgjs PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY r -, —PROPERTY'OWNER'INFORMATION'- Name ' tiu l Le /Z, LasMlame City First Name Zip Phone Fax Mallin d ss ^ (/ License No. - Class Cell al Ci ^ /L Slate /� ��yj Zip �J Phone 30 Fax 75'/ Email Cell ,s s -5.96 t ' ' .0 `d . "—CONTRACTOR Name ' tiu l Le /Z, Mailing Address City Slate Zip Phone Fax Email Cell License No. - Class ARCHITECT/ENGINEER," ' Name DlH2 Mailing A ass Flo Mailing Addres ohdiv Qwv:4,eerIN Ciry t9r Se State &34 r Zip 1 115 Phone 3-70 0 Fax mail Email Cell al CA Stale License No, `x APPLICANT Lost ame. L � First Name �f�rltiv Mailing A ass Flo a City � f� Staler 1 ` 70( "1 1 Phone Fax mail Cell - rr-5. al P RRMIITNO: FORM NO 16 � - � !p� I�j DBP -1 BIN NO: A-9 WORKER'St COMPENSATION` PROJECT,LOCATION APN Propeny Address o 0 1 Cil Location mYst not be in th aty limits o Chico, G •dley, Oroville or Paradise, , c httpa/gismaps.buttecoun v.neUtlexviewerlbcdatasearch/index.hlml WORKER'St COMPENSATION` Policy Number Ai atm Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shovm at the time of permit issuance �L'ENDING'AGENCYc . .._. '. ' .. . Name c Mailing Address City State Zip — - : ,DESCRIP.TI.ON OR SCOPE OF',WORK 1-, D Mobile Home permits (other than installation, foundation, utilities 8 non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Horne. Click Z below to see Manufactured Home Alleralions and Permit Guidelines at: lilts://vnvw hcrl.ca.mov/codes/mholHCD Phone–(9161255-2501 Is this a ManulacluredlMobile Homo (circle ono) Yes (No Iron-eonhacted,, plusmateridls eh'aroel - _ • �S ".: S` uaie' Feet Detail Living Area: Garage: 2,0 a, 4 `7 -7 Z -reo Area: 112 AL SO: I— Structure Eluill r•.4lhoul r Proposed Change of Occupancy/Use • Note preAous/current use below: ad Zone: SRA: AYES 1No ❑ NPDES YES O No$ Code EnL YES NO Legal Lo: YES NO 3 ° ' ARP ANT SIGNATURE AND DATE - Occupancy 2 Type Construction Date: ,° J �Z (� Permit Tec Date: P e: lap SOL. "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 electro is access. PePID/ M f� Revised' 7.20.2015 I'ucr I ul I 4 TRB +Associates Date: Februairy 15, 2017 To: Jim Peppier Email: jphomedesigns@sbcglobal.net ,./'(via email) Agency: County of Butte TRB+ Project Number: 1.7.054.100.2 Final Plan Review Page 1 of 2 Cc Philo Hunt, Amber Franzino, Nancy Springer*,.Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phu nt(a.buttecounty.net; AFranzino(cDbuttecounty.net, nspringer(aD_buttecounty.net; ddebrunner(cDbuttecounty.net; idebrunner(a)buttecounty.net; cliohnson(a)buttecounty.net; cgomez(a)buttecounty.net (via email) RE: Plan Review for: (N) SFD — Peppier Residence Project Address: 5280 Pioneer Trail, Paradise, CA. 95967 Agency App. No.: B16-2915 TRB+ Project No.: 17,054.100.2 The following documents were received for review Plans: (2 sets) Sheets dated 12/28/16: 1 to 7 Sheets dated CG1, S1 to S3 Structural Calculations: (2 copies) J. Holliday, dated 01/06/17 Truss Calculations: (2 copies) E. Teodosescu, dated 12/29/16 Energy Calculations: (2 copies) J. Holliday, dated 02/07/17 Special Insp. Form: (2 copies) Rancho Engineering, received 02/09/17 Response Letters: (1 copy) Architectural Response, received 02/09/17 (1 copy) J Holliday, received 02/09/17 Other: (1 copy) Permit Application, dated 12/29/16 (1 copy) Square Footage Verification, dated 12/29/16 (1 copy) Truss Review Letter, J. Holliday, dated 12/28/16 (1 copy) Foundation Review Letter, J. Holliday, dated 12/13/16 Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. There are no further comments; however, the conditions cited on the following page apply. Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES ` T 925 866:2633 F 925 790.0011 nh www.TRBp/us.com 1 Agency: County of Butte TRB+ Project Number: 17.054.100.2 CONDITIONS: Prior to permit issuance, the special inspector, Rancho Engineering, shall be approved by the Butte County Building Division for the following item: R a. Bolts Installed in Concrete f • i TRB �Associates Date: . January 25, 2017 To: ' ' Jim Peppler gr"'!59 r_r Agency. County of Butte TRB+ Project Number. 17.054.100.1 Initial Plan Review Page 1 of 6 Email: jphomedesigns@sbcglobal.net (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis .Johnson„Carrie Gomez Email: Phunt(a)_buttecountv.net; AFranzino(cDbuttecounty.net, nspringer(aD-buttecounty.net; ddebrunner(a)buttecounty.net;idebrunner(aD-buttecounty.net-, cliohnson(a)buttecounty.net; cgomez(a-buttecou ntv. net (via email) y RECEIVED RE: Plan Reviewi:for. (N) SFD — Peppler Residence Project:Addrass: 5280 Pioneer Trail, Paradise, CA. 95967 FEB 09 2017 Agency App. No.: B16-2915 TRB+ Project No.: 17.054.100.1 TRB AND ASSOCIATES At the County of Butte's request, TRB + Associates has completed its plan review for the project listed,a6&11e Please seethe section entitled "FOREWORD” on the following page for information on the scopetof the- review, instructions: -on how,to resubmit, and contact information for your project. It The follsygq, documents were received for review: Plans:;3 sets)', 1 Sheets dated 12-28-16: 1 to 7 = +- Sheets dated CG1, S1 to S3 2 Sti ctural Calculations:` .. dcopies) J. Holliday, dated 12-20-16 S ; u S*_ • ,T, `ss'Calculations: (2 copies) J. Holliday, city dated 12=29-16 Eflry Calculations: (2 copies) J. Holliday, dated 12-22-16 cOther (1 copy)-PermitApplication, dated 12-29-16 (1 copy) Square Footage Verification, dated 12-29-16 (1 copy) Truss Review Letter, �J.'Holliday, dated 12-28-16 (1 copy)- Foundation Review Letter, J. Holliday, dated 1,2-13-16 Plan ievreworhm cents are fisted on the following pages .' C ` .y Sincerely, . "�•,{.; TRB + ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner 13 II DING SOLUTIONS for MUNICIPALITIES od BUTTE , COUNTY FEB 0 8 2047 .%;,.DRVELOPMENT �Y 4` SERVICES TRB + Associates, Inc. 3180 Crow Canyon Place uite 216 + San Ramon, CA 94583 . T 925 866.2633 F 925 790.0011 www.TRBp/us.com Im Agency: County of Butte TRB+ Project Number. 17.054.100.1 PROJECT DATA Occupancy Group: R -3/U ' Type of Construction: VB 'Number of Stories: Two Conditioned Floor Area (s.f.): 2,094 , Garage (s.f.): 772 l Covered Area (s.f.): 286 Fire Sprinkler System: ' Valuation: - r FOREWORD ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of,Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If. any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by • the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS. Review performed by: Nicholas Ho Sheet 1 Al. Please include the 2013 Californig Green Building Stand ds, Code as an applicable code. l+opE-O -M AarroAll oxbn2 Z,VeXGI 73A 467- A2. Please indicate on the cover sheet the occu6ancy group as R -3/U and type of construction, as VB CRC Section 1.1.3.1 ire A3. lease indicate on the cover sheet an automatic residential fire sprinkler system shall be installed in the newly reconstructed dwelling per Butte County Requirements. Sheet 2 aca� �tr�r� 4oOeD Gari -a -V A4. Please provide safety or tempered glazing at the following locations per CRC Section R308.4: a. 2'6"x3' window in the laundry area within 24 inches of the exterior door 9F,,tTtq Pee 2E'}j"f4 10W 4-vca-r-�a�3. Page 2 of 6 I TRB+ Agency: County of Butte TRB+ Project Number. 17.054.100.1 b. 3'x6' window in the studio within 24 inches of the exterior door A5. Please clarify the opening area for the master bedroom egress window. From the elevation plan, it does not appear to meet the minimum dimensions. Emergency and escape rescue openings at grade floors shall have a net clear opening of not less than 5 square feet. The net clear height opening shall be not less than 24 inches and the net clear width shall be not less than 20 inche . CRC Section R310.1 ' r_A*"dr� 8 It> & AQ.S -5 N 07-E- �Q� SA14 La/Nth ,' CA/ e-&U,0'r-7 c Ae A6. Please clarify-liow the front bedroom will be opened to provide emergency and escape rescue openings. Emergency and escape rescue openings at grade floors shall have a net clear opening of not less than 5 square feet. The net clear height opening shall be not less than 24 inches and the net clear width shall be riot less than 20 inches. CRC Section R310.1 c6&-55 P64- A0DE17, I icer ap"-0-5-0 -4-v A7. Please indicate a landing or floor on the exterior side of the studio egress door, not more than 7% inches below the top of the thre, hold. CRC Se tion R311.3.1 Exception Nfs�veuG, &/al �L®e r L. A+d � v reser/ A8. Please dimension the landings for the stairway showing minimum depth in the direction of travel to be not less than 36 incbi s. CRC Section R311.7.6 A9. Please specify the attic access opening shall not be less than 22 inches by 30 inches. The urrent dimensi s sho :g inters. C C Section R807.1 ��aN( : 1, m M o �' ,� 11, A10. Please specify window sill height for the 3'x6' windows in the studio. If sill is less than 24 inches above the finished floor, windows shall not permit openings that allow the passage of a 4 -inch -diameter sphere or one of the exceptions listed in CRC Section R312.2.1 is used. &ood cN!/.. o+aoev ri ®7-c oN SLR. PC.v. s-rcl A2-4 Sheet 5 A11. Please specify a nosing projection for stair treads under 11 inches. CRC Section R311.7.5.3 APP AidrE epA' S•ieco 2/s 97-Air=5 6e: A o. Mj+)o Al2. Please specify guards locatedi the garage to be not less than 42 inches high. CRC Section R312.1.2 k0 &4v f-4-5 ` w^11 -S u' e -e -'e L-l=r my ;, No "'J S h®W;*% ,p Al q=clv"0, pt.a., v -,Ir/ S QC-, y/ 5 S13) Please specify exterior stucco shall not be less than three coats.�here the stucco is applied over plywood sheathing, two layers of Grade D paper shall be provided. Provide weep screeds a minimum of 4 inches above the earth or 2 inches above paved areas. CRC Section 703.6 AV v rrE &W,19 -N4 -,E eN �o—r- ��v Ar�� Ca ss , X S Sheet 7 A14. Please specify a 34"-38" handrail for the bottom 4 risers in the garage. CRC Section R311.7.8 hAw-pA R-44LS Sfiaw'AJ& AID 4v/N a r aav 42). 1— 0. , 6, A15. Please clarify if the area under the stairs is enclosed and/or accessible. '/i -inch gypsum board shall be provided at enclosed accessible spaces under stairs on the enclosed side. CRC Section R302.7 w oorct�S Sh®w rN t, w%N®rF — A16. Please provide a smoke and carbon monoxide alarm at the lower level. CRC Section R314.3 & R315.1.4 8MirN �� t eC, ill-,(/, iU.Pilgir Sr,*;,e a 4.0-r- Z-0-&�U e.,r ZevG / MECHANICAL COMMENTS Sheet 4 Page 3 of 6 TRa+ Agency. County of Butte TRB+ Project Number. 17.054.100.1 M1. For the wood stove, please show on the roof and elevation plan, the placement of the flue or chimney. Show that the flue shall extend not less than 3 feet above the highest point where it passes through a roof of a building and not less than 2 feet higher than a portion of a building within a horizontal distance of 10 feet per CMC Section 802.5.4. Or provide wood stove and flue listing information and show the minjmum flue requirements. voLo-5 aT ,, *i - Sheet 7 P -t aQ8-e j S h OW;Au & 31 bv4- A.vo-C -z' C word ? �RB�prT: M2. Please show a mechanical electrical disconnect shall be provided within sight of and not over 50 feet from the air condner. CEC Article 4302 & CMC Section 902.3.7 A10TE- oN clJ- Oyu' I ^-LB E TJQc*--f M3. Please indicate new outdoor AC unit shall rest on a concrete base at least 3 inches above the adjoining ground level. CMC Section 1106.2 poTc- SyM� (r -IZoo r PLN 6te,v. PLUMBING COMMENTS P1. Please indicate new water heater shall be provided with an approved, listed, adequately sized combination pressure and temperature relief valve. The relief valve shall be provided with a drain that extends from the valve to the outside of the building, with the end drain pipe not more than 2 feet nor less than -6 inches above ground and pointing downward. No part of the drain pipe shall be thread CPC Se i n 608.3 & 608.5 'Tb)S "7E- *Z60 �iD4`� Cl �� 5,s � A Al®�s' - P2. If the tankless water heater in the laundry room is not direct -vent, please specify how® Al7r- 4M combustion air will be obtained through one of the methods cover in CPC Section 506.2 through 506.7.3. W.4k 62. D tre-.w� VEN'T"r- 64A -r1 -J -A % F1,00 r- PL ELECTRICAL COMMENTS Sheet 7 E1. Please provide receptacles in the master bedroom. Receptacles shall be installed such that no point measured horizontally along the floor line of any wall space is more than 6 feet from a receptacle outlet. CEC Article 210.52(A) asps; E2. Please provide the peninsular counter with at least one GFCI receptacle at each end. CEC Article 210.52(C)(3) ELUc • 'P L. N' S No w t N (- E3. E3. Please specify all outdoor receptacles as p� IArticle108(A) pc-6(P"QA�3 E4. Please provide at least one GFCI receptacle outlet in the lower level bathroom within 3 feet of the sink basin. CEC Article 210.52(D) & 210.8(A) "&t AA#T r--- s;.tib' ENERGY COMMENTS EN 1. Please provide lighting in the kitchen, so that a minimum of 50 percent of the total rated wattage shall be high efficacy. CEnC Section 150.0(k)3 kPOED 41'a F/ EFf, -;F6e- e ee-OL1 4 � His �.v �i •r�i..�..y-� EN2. Please provide a minimum of one high efficacy luminaire in each bathroom. All other lighting installed in each bathroom shall be high efficacy or controlled b vacan sensors. All CEnC Section 150.0(k)5 YOT&- IAI ��s�I/lav 9 1 S i *;#Ye) 5� 01�y EN3. Please indicate all lighting installed in the garage and laundry room shall be high efficacyy luminaires and controlled by vacancy sensors. CEnC Section 1 0.0(-)6 -o.vC "#',G/ 31 U - (> e7 -W -f " / N o Tt`^5 �• EN4. Please indicate the new tankless water heater shall include the following components per CEnC Section 150.0(n): atr$¢ PAF Page 4 of 6 TH ¢ u �� Agency: County of Butte � VOTE flEJ� ` ' S f/ TRB+ Project Number. 17.054.100.1 ©N e&e4-Xi 69-r #04W. A. A 120V electrical receptacle that is within 3 feet from the water heater and accessible to the water heater with no obstructions; and . B. 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; and C. A condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and -114M odor ms D. A gas supply line with a capacity of at least 200,000 Btu/hr. �� ri Iclo s5 p'a5 ' ,*J/' yMy. No M, ENS. Please show all bathroom exhaust fan switches separate from the lighting switches. CEnC "SS" Section 150.0(k)2B PV0tv'. & 4DdEV �o�l s'- G• pe�r9yd � • ,,(7;G2 L , N Sheet 5: Please indicate EPS insulation panels on walls as indicated on the energy report. ' g� NIERThe energy report indicates the entire floor area as slab, but the studio and front bedroom are above floor joists. Please clarify discrepancy. GREEN BUILDING COMMENTS - /GB1. Sheet CG1: As of July 1, 2016, please indicate the maximum flow rate of residential lavatory faucets shall not exceed 1_2 gallons per minute at 60 psi. CGBSC Section 4.303.1.4.1 & CPC Section 403.7 FLOOD ZONE COMMENTS No comments noted. WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS W1. Please specify on the cover sheet that the dwelling is located within a Wildland Urban Interface Area. �®: ,w �� 7Z, -TSE �� ,�-� g esc�e�pl-i�v " No-rC. 'STRUCTURAL COMMENTS Review performed'by: Todd Bailey, P.E. S1. Please provide a stepped footing detail and retaining wall details if necessary. Please also clarify if the new slab foundation will be placed on engineered fill or undisturbed soils. If on fill, please provide a note on the plans indicating that compaction test results shall be provided and approved by the Butte County Building Inspector and the Registered Design Professional prior to construction. S2. Please provide details for the perforated shear walls as shown on Sheet 2 of the plans for . review. . S3. _ Please specify the diaphragm collectors on the roof framing plan for review. S - 4i Please provide a shear transfer detail of the'roof.diaphragm connection to the interior type, C shear wall between the Family Room and the Office and reference this detail on the roof plan, sheet 6. ' S5. Roof trusses: • a. According to the review letter from the engineer having responsible charge for the design of the building, the truss design was provided to the engineer for review. 4 However, such documents are not available for the County's review. Therefore, please provide the following for review: Page 5 of 6 TRQ+ Agency: County of Butte TRB+ Project Number. 17.054.100.1 i. Truss framing plan and details that are stamped/sealed, signed and dated on the plans; ii. Calculation that is stamped/sealed, signed and dated; iii. The reference to ICC instead of ICBO (which has been dissolved) for the notes under Manufactured wood trusses. S6. Special Inspection is required in accordance with 2013 CBC for the epoxy holdown anchors. Please provide a Statement of Special Inspections on the plans and list the special inspections required in accordance with 2013 CBC. The Special Inspector must be employed by the owner and approved by the Butte County Building Division. Please provide the name of the approved special inspectors that will be employed to provide each special inspection. Special inspectors not already approved by the Butte County Building Division must submit a Statement of Qualifications and verification of current ICC (or equivalent) certification for the particular item they will be inspecting. [END] Page 6 of 6 TRD+ RECEIVED FEB Qg12017 TRB AND ASSOCIATES Plan Check Response Peppler Residence 5280 Pioneer Tr. Paradise, CA Job #: 17.054.100.1 The following responses are in return to the plan check comments made by Nicholas Ho TRB Associates, Plans Examiner for Butte County. California Green Code Comments: G1. California Green Code schedule has been updated to meet low flow lavatory requirements in plumbing notes Structural Comments: . S 1. Stepped footing and retaining wall are part of the existing foundation rendering details unnecessary. The new slab will be constructed on undisturbed soils. S2. Perforated shearwall is designed p*er ANSI/ AF & PA SDPWS-2008 and CBC13 and does not require strapping or special construction at openings, as referenced on lateral sheets 11 S3. CS 14 straps added, see sheet 6 . S4. Shear detail cut added to sheet 6 S5. Truss calculations attached S6. Special inspection letter attached. Inspection requirements added to note #14 on sheet S1. If you Sincere Jarrod me at the number_ below. BUTTE , P.E. Jarrod Holliday, P.E. Civil, Structural, Septic Design (.'OUNTY FEB 0 8 2.017 I)EVELOPMENT SERVICES n 5550 Skyway Suite C Paradise CA 95969 ' 14)Q (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com RECEO�E� .SAN 12 2017 Department of Development Services TRS AND ASSOCIATES Tim Snellings, Director Pete Calarco, Assistant Director f 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: B16-2915 Owner's Name: PEPPLER JIM & ANTOINETTE ` Assessor's Parcel Number: 041-470-062 Date of Application: 12/29/2016 Square Footage Verification Verified By: Date: `L� I.V 17 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: , At Application: Change To: iving Area 2094 Garage Area 772 Uovered Area 286 Ope 0 other Verified By: Date: `L� I.V 17 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: , I 1 1C1 10 ineering, Inc. December 13, 2016 SDTTE COUNTY BuILDING DIVISION APPROVED RECEIVED JAN 12 292-7 rRB AND ASSOCIATES Butte County Building Department BUTTE 7 County Center Drive ` COUNTY Oroville CA 95965 DEC 2 9 2016 Re: Peppler Residence DEVELOPMENT 5280 Pioneer Tr. SERVICES Paradise, CA Attn: Building Official I am writing this letter to provide approval to reuse the existing residence foundation which remains from the original residence constructed in 2004, which was demolished by the Saddle fire this past year. With the aid of a Zircon MetalliScanner MT 6 the foundation was verified for the presence of horizontal and vertical reinforcing per the original permitted foundation plan. The strength of the concrete was also verified using a Schmidt Hammer. When checking the perimeter stem/retain wall concrete strength values ranged between 3200 psi to 5000 psi. With these results, the foundation has been deemed acceptable to be reused for new construction without strength reduction design being. required. It was noted at the time of the inspection that some surface spalling of the concrete walls was present due to the heat exposure. However the exposed aggregate was tested and verified to still have adequate bond strength with the cement as when tested the aggregate broke before the bond was overcome. These surface spall areas are deemed as cosmetic issues and may either be left or patched to the owners discretion. If there are any questions or concerns, please feel free to contact me at the number below. Thank you, Jarrod P. Holliday P.E. Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com r ANCHO 1"',ineering, Inc. JAN 12 2017 TRB AND ASSOCIATES December 28, 2016 F BUTTE BUTTE COL)NtTy Butte County Building Department „ ® NISI®N COUNTY 7 County Center Drive BUILDING DEC 2 9 2016 Oroville CA 95965 APPROVE® DEVELOPM ENT Re: Peppler Restoration SERVICES 5280 Pioneer Trail � 1( Paradise, CA b Attn: Building Official I have reviewed the attached truss designs provided by Systems Plus Co.. My review indicated that the truss calculations for the roof and floor are in general conformance with the engineering requirements as specified on plans. Truss configuration, geometry and other architectural features are responsibilities of truss designer/ or project architect/designer. If there are any questions or concerns, please feel free to contact me at the number below. Thank you, Jarrod P. Holliday P.E. Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com O LO O Butte County Department of Development Services BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 RECEIVED Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 www.buttecountv.net/dds FEB 001 2017 TRS AND ASSOCIATES SPECIAL INSPECTION NOTE For Building Permit # B 16- -2915 , Assessor's Parcel # 0 41 - 4-7 a - 0 61 Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division II, Section 110, the owner or Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry ❑ High Strength Bolting ❑ Welding ® Bolts Installed in Concrete ❑ Other: Name of Special Inspection Company: L� 60 -2A J BUTTE CO �I�I�Y BUILDING DIVISION BUTTE ArPPROVEDED COUNTY �O FEB 08 2017 n DEVELOPMENT SERVICES �. i R s RECEIVED FEB 012017 STRUCTURAL CALCULATIONS Rancho Job #16-238 fnr Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis Beam Analysis • Footing Analysis Drag Strap Analysis a Revision Summary: Rev. 0 Rev. 1 TR13 AND ASSOCIATES PERMIT # Peppler Residence BUTTE COUNTY DEVELOPMENT SERVICES 5280 Pioneer Tr. REVIEWED FOR Paradise, CA CODE'COMPLIANCE ATE Z a 1 BY 7 1 G1 L1 -L12 B1-66 F1 -F10 D1 -D2 Initial Issue Revision 1 REVIEWED FOR CODE COMPLIANC- F EB 14 2017 TRB AND ASSOCIATES This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and p ns are Wid until r' viewed and approved by appropriate governmental agencies. (()I)NTY FEB 08 2017 DEVEL01-"v►ENT c€PvICFS Jarrod Holliday, P.E. 1 5550 Skyway Suite C Civil, Structural, Septic Design 19, - ?i" Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com 0 LL w ad 4 I I . 50ALE = N.T.5. JOB # 16-255 5550 Skyway, Ste. G PEPPLER, RE5CDENGE CHO Paradise, CA ci5c%ci 5280 PIONEER TR. Phone/Fax: PARADI5E, CA. ngineenng (550) PROJECT LAYOUT 12/21/2016 Gravity Loads: Roof Dead Load Slope= 5 /12 Peppier Residence -16-238 1/2" Plywood 2.5 psf Tile Roof 11.0 psf Framing . 5.0 psf Sheetrock, 1.7 psf Insulation 1.0 psf Misc. 1.9 psf Framing 1.7 psf Total Sloped= 23.08 psf Total Horiz.= 25.00 psf Roof Live Load Construction 1.7 psf 20 psf 4.4 psf Snow 20 psf Exterior Wall Dead Load 3/8° Ply. 1.8 psf Stucco 10.0 psf Framing 1.7 psf Sheetrock 2.2 psf Insulation 1.0 psf Misc. 1.3 psf Interior Wall Dead Load Framing 1.7 psf 1/2" Sheetrock 4.4 psf Misc. 1.9 psf Total 8.0 psf Floor Dead Load 3/4" ply 2.8 psf Floor Framing 2.5 psf Gyp. 2.8 psf Insulation 1.0 psf Flooring 1.5 psf Misc. 1.4 psf Live Load G1 12/21/2016 Peppier Residence - 16-238 L - All Heights Method Wind Loading Cre: Table 1609.6.2(2) P: (Eqn 16-34) CBC -13 per 1609.6 V= 110 Kd= 0.85 Loading- Front h= 12.25. psf V^2= 12100 G= 0.85 Wall Lines 1-3 z= 9 -7.36 qs 30.98 1= 1 Exposure: C Peak Ht= 15.5 psf k: 0.85 Kzt= 1 -0.21 -5.52 kh= 0.85 qh= 22.35 Slope Enclosed Cre: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 11.31 Pmax= 19.20 psf psf Pressure . Y 1 0.73 19.20 -0.28 -7.36 Pmin= -15.25 Leeward wall Pressure+ Y -0.51 -13.41 Pmax= 13.41 psf 0.79 Pressure Y . -0.21 -5.52 Condition 2 pressure Y 0.34 Pressure+ Y -0.66 -17.35 Pmax= 17.35 psf Y Side wall Pressure Y -0.35 -9.20 psf Leeward Roof Pressure Length= 39 ft Pmin= -17.35 ' Pressure' Width= 42 ft Pmax= -20.77 psf II to ridge Pressure Height= 9 ft Wind Load Areas SQFT Pmin= -28.66 psf Areas SQFT Windward= 189 Pwall = 3627.93 lbs Normal Leeward= 189 Pwall = 2534.58 lbs Wind Sidewall Left= 176 Pwall = 3045.75 lbs 4373.39 lbs Sidewall Right= 50 Parallel to ridge Left= 189 Pwall = 859.06 lbs Proof= 5417.04 lbs Windward= 189 Pwall = 3627.93 lbs Inverse Leeward= 189 Pwall = 2534.58 lbs Wind Sidewall Left= 49.5 3843.28 lbs Pwall = 859.06 lbs Leeward= 238 Sidewall Right= 175.5 Proof= Pwall = 3045.75 lbs Wind Slope 5/12 jEnclosed C„t (Table 1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.58 -15.25 Pmax= .8.94 psf Winward Condition 1 Pressure Y -0.28 -7.36 Pmin= -15.25 psf Roof Pressure* Y 0.03 0.79 Condition 2 pressure Y 0.34 8.94 Pressure' Y -0.66 -17.35 Pmax= -9.20 psf Leeward Roof Pressure Y -0.35 -9.20 Pmin= -17.35 psf Pressure' Y -1.09 -28.66 Pmax= -20.77 psf II to ridge Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 238 Proof= 3629.77 lbs Normal Leeward= 252 Proof= 4373.39 lbs Wind Parallel to ridge Left= 189 Proof= 5417.04 lbs Parallel to ridge Right= 77 _ Proof= 2206.94 lbs Windward= 252 Proof= 3843.28 lbs Inverse Leeward= 238 Proof= 4130.42 lbs Wind Parallel to ridge Left= 189 Proof= 5417.04 lbs Parallel to ridge Right= 77 Proof= 2206.94 lbs Normal windward + Leeward= 14165.66 lbs 14165.7 lbs Sidewall Net= 5396.79 lbs 337.3 lbs per ft width of wall Inverse Windward + Leeward= 14136.21 lbs 202.4 lbs ASD Load Sidewall Net= 1023.403 lbs CHO nglneering 12/21/2016 Peppler Residence - 16-238 All Heights Method Wind Loading LZ CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Side h=12.25 Windward wall Pressure+ Y V"2= 12100 G= 0.87 Wall Lines A -D z= 9 Pressure Y qs 30.98 1= 1 Exposure: C Peak Ht= 15.5 Leeward wall Pressure+ Y k: 0.85 Kzt= 1 Pmax= 13.41 psf kh= 0.85 qh= 22.35 Slope Enclosed Cre: Table 1609.6.2(2) P: (Eqn 16-34) P (Eqn 16-34) Windward wall Pressure+ Y 0.43 11.31 Pmax= 19.20 psf Pmax= 8.94 Pressure Y 0.73 19.20 Y -0.28 -7.36 Leeward wall Pressure+ Y -0.51 -13.41 Pmax= 13.41 psf 0.03 Pressure Y -0.21 -5.52 _Y Condition 2 pressure Y Pressure" Y -0.66 -17.35 Pmax= 17.35 psf Pressure" Side wall Pressure" Y, -0.35 -9.20 Pmax= -9.20 psf Length= 42 ft -9.20 Pmin= -17.35 psf Width= 39 ft -28.66 Pmax= -20.77 psf II to ridge - Pressure Height= 9 ft Wind Load Areas SQFT Pmin= -28.66 psf Areas SQFT Windward= 176 Pwall = 3368.79 lbs Windward= 189 Normal Leeward= 50 Proof= Pwall = 663.82 lbs Normal Wind Sidewall Left= 189. Pwall = 3280.04 lbs Wind Sidewall Right= 189 Pwall = 3280.04 lbs 7222.72 lbs Windward= 49.5 Parallel to ridge Right= 238 Pwall = 950.17 lbs Proof= Inverse Leeward= 175.5 Pwall = 2353.54 lbs Wind Sidewall Left= 189 _ Pwall = 3280.04 lbs _ Sidewall Right= 189 3280.04 lbs Pwall = 3280.04 lbs Parallel to ridge Left= 252 Slope 5/12 jEnclosed Cne (Table 1609.6.2(2) P (Eqn 16-34) Pressure" Y -0.58 -15.25 Pmax= 8.94 psf Winward Condition 1 Pressure Y -0.28 -7.36 Pmin= -15.25 psf Roof Pressure' 0.03 0.79 _Y Condition 2 pressure Y 0.34 8.94 Pressure" Y -0.66 -17.35 Pmax= -9.20 psf ._ Leeward Roof Pressure Y -0.35 -9.20 Pmin= -17.35 psf Pressure* Y -1.09' -28.66 Pmax= -20.77 psf II to ridge - Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 189 Proof= 2882.46 lbs Normal Leeward= 77 Proof= 1336.31 lbs Wind Parallel to ridge Left= 252 Proof= 7222.72 lbs Parallel to ridge Right= 238 Proof= 6821.46 lbs Windward= 77 Proof= 1174.34 lbs Inverse Leeward= 189 _ Proof= 3280.04 lbs Wind Parallel to ridge Left= 252 Proof= 7222.72 lbs Parallel to ridge Right= 238 Proof= 6821.46 lbs Wind Dirc. Net Force Normal Windward + Leeward= 8251.38 lbs 8251.4 lbs Sidewall Net= 401.26 lbs 211.6 lbs per ft width of wall Inverse Windward + Leeward= 7758.09 lbs 126.9 lbs ASD Load Sidewall Net= 401.2622 lbs gtneering 12/21/2016 Peppler Residence - 16-238 L 3 All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure* Y V= 110 Kd= 0.85 Loading- Rear h= 12.5 Pressure Y V^2= 12100 G= 0.85 Wall Lines 3-4 z= 9 Leeward wall Pressure' .Y qs= 30.98 1= 1 Exposure: C Peak Ht= 16 Pressure Y kZ 0.85 Kzt= 1 Proof= 2848.15 lbs kh= 0.85 qh= 22.35 Enclosed Cnt: Table 1609.6.2(2) P: (Eqn 16-34) Slope Winward Condition 1 Roof Condition 2 Leeward Roof 5/12 jEnclosed Windward wall Pressure* Y 0.43 11.31 Pmax= 19.20 psf Pressure Pressure Y 0.73 19.20 Y 0.03 - Pressure Leeward wall Pressure' .Y -0.51 -13.41 Pmax= 13.41 psf Pressure Pressure Y -0.21 -5.52 Proof= 2848.15 lbs Inverse Leeward= 186.75 Pressure* Y -0.66 .-17.35 Pmax= 17.35 psf Parallel to ridae Riaht= 147 Side wall Pressure" Y -0.35 -9.20 Length= 28 ft Width= 33 ft Height= 9 ft Wind Load Areas SQFT Windward= 149 Pwall = 2850.51 lbs Normal Leeward= 146 Pwall = 1961.28 lbs Wind Sidewall Left= 43 Pwall = 741.91 lbs Sidewall Right= 169 Pwall = 2928.61 lbs - Windward= 146.25 Pwall = 2807.32 lbs Inverse Leeward= 148.5 Pwall = 1991.45 lbs Wind Sidewall Left= 168.75 Pwall = 2928.61 lbs Sidewall Right= 42.75 Pwall = 741.91 lbs Slope Winward Condition 1 Roof Condition 2 Leeward Roof 5/12 jEnclosed -28.66 Cnet (Table 1609.6.2(2) Pressure' Y -0.58 Pressure Y -0.28 Pressure' Y 0.03 - Pressure Y 0.34 Pressure' Y -0.66 Pressure Y -0.35 P (Eqn 16-34) -28.66 Pmax= -20.77 psf -15.25 Pmax= 8.94 psf -7.36 Pmin= -15.25 psf 0.79 Proof= 2848.15 lbs 8.94 3240.99 lbs -17.35 Pmax= -9.20 psf -9.20 Pmin= -17.35 psf Pressure' Y. -1.09 -28.66 Pmax= -20.77 psf II to ridge Pressure Y -0.79 -20.77 Pmin= -28.66 psf Areas SQFT Windward= 187 Proof= 2848.15 lbs Normal Leeward= 187Proof= 3240.99 lbs Wind Parallel to ridge Left= 35 _ Proof= 1003.16 lbs Parallel to ridge Right= 147 Proof= 4213.25 lbs Windward= 186.75 Proof= 2848.15 lbs Inverse Leeward= 186.75 Proof= 3240.99 lbs Wind Parallel to ridge Left= 35 Proof= 1003.16 lbs Parallel to ridae Riaht= 147 Proof= 4213.25 lbs vvina circ. Net rorce Normal Windward + Leeward= 10900.94 lbs 10900.9 lbs Sidewall Net= 5396.79 lbs 330.3 lbs per ft width of wall Inverse Windward + Leeward= 10887.92 lbs 198.2 lbs 'ASD Load Sidewall Net= 1023.403 lbs 12/21/2016 Peppier Residence - 16-238 L H All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ Y V= 110 Kd= 0.85 Loading- Side h= 12.5 Pressure Y V^2= 12100 G= 0.87 Wall Lines B -D z= 9 Leeward wall Pressure+ Y qs 30.98 1= 1 Exposure: C Peak Ht= 16 Pressure Y kZ 0.85 Kzt= 1 Y -0.79 kh= 0.85 qh= 22.35 Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Slope Winward Condition 1 Roof Condition 2 Leeward Roof II to ridge 4/12 l Enclosed C„.t (Table 1609.6.2(2) Pressure* Windward wall Pressure+ Y 0.43 11.31 Pmax= 19.20 psf Pressure' Pressure Y 0.73 19.20 Y 0.25 Pressure' Leeward wall Pressure+ Y -0.51 -13.41 Pmax= 13.41 psf Pressure' Pressure Y -0.21 -5.52 Y -0.79 -20.77 Pressure+ Y -0.66 -17.35 Pmax= 17.35 psf Proof= Side wall Pressure- Y -0.35 -9.20 Proof= 5352.55 lbs Length= 33 ft Width= 28 ft Height= 9 ft Wind Load Areas SQFT Windward= 43 Pwall = 820.60 lbs Normal Leeward= 50 Pwall = 663.82 lbs Wind Sidewall Left= 146 Pwall = 2538.13 lbs Sidewall Right= 149 Pwall = 2577.18 lbs Windward= 49.5 Pwall = 950.17 lbs Inverse Leeward= 42.75 Pwall = 573.30 lbs Wind Sidewall Left= 148.5 Pwall = 2577.18 lbs Sidewall Riqht= 146.25 Pwall = 2538.13 lbs Slope Winward Condition 1 Roof Condition 2 Leeward Roof II to ridge 4/12 l Enclosed C„.t (Table 1609.6.2(2) Pressure* Y -0.73 Pressure Y -0.42 Pressure' Y -0.05 Pressure Y 0.25 Pressure' Y -0.66 Pressure Y -0.35 Pressure' Y 71.09 Pressure Y -0.79 P (Eqn 16-34) Areas SQFT -19.20 Pmax= 6.57 psf -11.04 Pmin= -19.20 psf -1.31 Proof= 2551.14 lbs 6.57 Parallel to ridge Left= 187 Proof= -17.35 Pmax= -9.20 psf -9.20 Pmin= -17.35 psf -28.66 Pmax= -20.77 psf -20.77 Pmin= -28.66 psf Normal Windward + Leeward= 4707.40 lbs 4952.6 lbs Sidewall Net= 39.05 lbs 176.9 lbs per ft width of wall Inverse Windward + Leeward= 4952.60 lbs 106.1 lbs ASD Load Sidewall Net= 39.04813 lbs Areas SQFT Windward= 35 Proof= 671.84 lbs Normal Leeward= 147 Proof= 2551.14 lbs Wind Parallel to ridge Left= 187 Proof= 5352.55 lbs Parallel -to ridge Right= 187 Proof= 5352.55 lbs Windward= 147 Proof= 2821.72 lbs Inverse Leeward= 35 Proof= 607.42 lbs Wind Parallel to ridge Left= 186.75 Proof= 5352.55 lbs Parallel to ridge Riqht= 186.75 Proof= 5352.55 lbs Normal Windward + Leeward= 4707.40 lbs 4952.6 lbs Sidewall Net= 39.05 lbs 176.9 lbs per ft width of wall Inverse Windward + Leeward= 4952.60 lbs 106.1 lbs ASD Load Sidewall Net= 39.04813 lbs 12/21/2016 Peppier Residence - 16-238 L S ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units. Site Class - D Chapter 20 - NICER (short period) SS 0.634 USGS website %g NICER (1 sec period) St 0.264 USGS website %g Response Modification R 6.5 Table 12.2-1 - Risk Category - it Table 1-1 - Importance Factor I 1 Table 11.5-l' Strutural Height h„ 16.0 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TI, 16 Figure 22-16 sea Aprx. Fundamental Period Ta 0.160 Section 12.8.2. sec Design Spectral Acceleration SDs 0.546 Eq. 11.4-3 _ %g Design Spectral Acceleration SDI 0.329 Eq. 11.4-4 %g' Redundancy Factor I p 1.3 Section 123.4. - Seismic Response Coefficient Cs 0.084 Section 12.8.1. - Diaphragm 1 Roof Tributary Area = Diaph. width 1-3: 42 V ultimate = 130 plf 1442 SQFT Sloped Roof @ 25.00 psf V Working stress = • 93 plf 603.00 SQFT of Ext. Wall @ 18.00 psf 382.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B: 39 V ultimate = 140 plf 0.00 SQFT Floor @ 12.00 psf V working stress = 100 plf W= 49964.8 lbs Diaphragm 2 Roof Tributary Area = Diaph. width 3-4: 32.5 V ultimate = 126 plf 1020 SQFT of Roof @ 25.00 psf V working stress - 90 plf 506.25 SQFT of Ext. Wall @ 18.00 psf 369.00 SQFT of Int. Wall @ 8.00 psf Diaph. width B -D: 28 V ultimate = 147 plf 0.00 SQFT of Int. Floor @ 12.00 psf V working stress = 105 plf W= 37567.9 lbs H ngineering 12/21/2016 Peppler Residence - 16-238 L 6 0 ftng CHO eering Lateral Load Summary Roof Level Wall Line ID. Dia Tributary Length (FT) Seismic Loading (plf) Wind Loading (pif) 15eismic waill LoadLoad (kips) Wind Wall (kips) Controaling Load Case Roof 1.1 21.0 93 202.4 1.95 4.25 Wind 3.1 21.0 93 202.4 1.95 4.25 Wind 3.2 16.3 90 198.2 1.47 3.22 Wind 4.2 16.3 90 198.2 1.47 3.23 Wind Roof A.1 12.5 100 126.9 1.25 1.59 Wind B.2 14.0 105 106.1 1.47 1.49 Wind C.1 19.5 100 126.9 1.95 2.48 Wind D.1 7.0 100 126.9 0.70 0.89 Wind D.2 1 14.0 105 1 106.1 1.47 1.49 Wind 0 ftng CHO eering 12/212016 Peppler Residence -16-238 L7 SHEAR WALL DESIGN ANSI/ AF 8: PA SDPWS-2008 and CBC -13 Wall Wall Wall Wall Floor Wall OTM Uplift from Net Required Holdown L ne Load Wall Height Width Position System Stress aspect OTM Res Res a Res entre above Uplift Anchor or jWallType (kips Number ft ft ( ratio k ft) (kip-ft)lbs k Id s • Bott Strap Wall Line ID: 1 Level: 1 1 9 25.0 Comer STEM 78.0 1.000 17.6 50.6 0 0 0 -0.36 SSTB16 HOU2 (DEL 2X) A Seismic 1.95 2 1 9 25.0 Comer STEM 170.0 1.000 38.2 50.6 0 0 0 0.31 SSTB16 HDU2 (DBL 2X) A Wind 4.25 2 Wall Line ID: 3 Level: 1 1 9 19.0 Comer STEM 179.8 1.000 30.7 29.2 0 0 0 0.81 SSTB16 HDU2 (DBL 2X) C Seismic 3.42 1 9 19.0 Comer STEM 393.2 1.000 67.2 29.2 0 0 0 2.62 SSTB16 HDU2 (DBL 2X) C Wind 7.47 Wall Line ID: 4 Level: 1 1 9 17.8 Comer STEM 82.9 1.000 13.2 25.5 0 0 0 -0.01 SSTS16 HDU2 (DBL 2X) 6 Seismic 1.47 1 9 17.8 Comer STEM 182.0 1.000 29.1 25.5 0 0 0 0.78 SSTB16 HDU2 (DBL 2X) B Wind 3.23 Wall Line ID: A Level: 1 1 9 80 Comer STEM 104.2 1.000 7.5 5.2 0 0 0 0.60 SST616 HDU2 (DBL 2X) A Seismic 125 2 9 4.0 Comer STEM 104.2 0.889 3.8 1.3 0 0 0 0.77 SSTB16 HDU2 (DBL 2X) A 1 9 B Comer STEM 132.2 1.000 9.5 5.2 0 0 0 0.80 SST1316 HDU2 (DBL 2X) A Wind 1'59 2 9 4 Comer STEM 132.2 0.889 4.8 1.3 0 0 0 - 1.00 SSTB18 HDU2 (DBL 2X) A Wall Line 10: B I I Level 1 1 9 15.3 Comer STEM 63.1 1.0 8.7 18.8 0 0 0 -0.08 No AB Req'd No HO Req'd A Seismic 1.47 1 9 15.3 Comer STEM 63.9 1.0 8.8 18.8 0 0 0 -0.17 No AB Req'd No HD Req'd A Wind 1.49 Wall Line ID: C - Level: 1 1' 9 16.5 Comer STEM 118.2 1.0 17.6 22.1 0 0 0 0.36 SSTB16 HDU2 (DBL 2X) A Seismic 1.95 1 9 16.5 Comer STEM 150.0 1.0 22.3 22.1 0 0 0 0.55 SSTB16 HDU2 (DBL 2X) A Wind 2.48 Level: 1 Wall Line ID: D 1 9 8.0 Comer STEM 85.5 1.0 6.2 5.2 - 0 0 0 0.43 SSTS16 HDU2 (DBL 2X) A Seismic 2'17 2 9 17.3 Comer STEM 85.5 1.0 13.3 24.3 0 0 0 0.03 SSTB16 HDU2 (DEL 2X) A 1 9 8.0 Comer STEM 93.7 6.7 5.2 0 0 0 0.45 SST816 HDU2 (DBL 2X) A Wind .1.0 2'37 2 9 17.3 Comer STEM 93.7 1.0 14.6 24.3 0 0 0 0.00 SSTB16 HDU2 (DBL 2X) A ftCHO leering 12/21/2016 Peppler Residence -16-238 L S PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA'SDPWS-2008 WALL LINE: 4 Level: 1 Floor System: STEM Position: Corner r b' -i 1� b2 ---i r `� WALL STRESS: 182 plf Wind r —21 83P If Seismic T 4 REQ'D WALL ID: B REQ'D HOLDOWN: HDU2 (DBL 2X) x REQ'D AB: SSTB16 Full Wall Diminsions ft b h 28 9 Ift ft Com onents Diminsions ft Comp. xi h, L bi ,1 7 6.00 10.25 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Units Reduced Allowable Values Desc Value Eq. (4.3-5) Co 0.732 - I Section 4.3..1 aspect 1.000 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 FL, 17.8 ft A 173 173 Eq. (4.3-8) T 2238 Ib B 190 267 Eq. (4.3-9) v 249 plf C 278 389 TRES 1361 Ib _ D 359 501 VREs 151 plf E 487 681 Res Extra 0 pif Net uplift 877 Ib ' CHO !NITngineering 12/21/2016 Peppier Residence -16-238 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 Full Wall Diminsions ft WALL LINE: A..1 Ift ft Level: 1 Floor System: STEM ; . Position: Corner WALL STRESS: 132 plf Wind ` 104 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB16 Full Wall Diminsions ft b h 18 9 Ift ft b T X L Com onents Diminsions ft Comp. x; h; b; ` 1 4 6.00 10.25 2 Nominal Values (Table 4.3A 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Units Reduced Allowable Values Desc Value Eq. (4.3-5) Co 0.637 - Section 4.3A aspect 0.833 - Wall ID Seimic Winc Sec 4.3.1 & Sec 4.3.3.4 FL; 7.8 ft A 138 173 Eq. (4.3-8) T 1868 Ib B 138 233 Eq. (4.3-9) v 208 plf C 202 339 TRES 875 Ib D 260 436 VRES 97 plf I E 1 353 1 593 Res Extra 0 pif Net uplift 993 Ib L 12/21/2016 Peppler Residence -16-238 LID PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: B Level: 1 Floor System: STEM Position: Corner WALL STRESS: 64 plf Wind 380 63 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 32.5 9 Ift ft Com onents Diminsions ft Comp. x; h, b, 1 3.25 3.00 4 2 13.25 6.66 3 3 18 6 10.25 4 5 6 7 8 Seimic Wind A . 9 B 260 365 C 380 532 D 490 685 E 665 Units Desc Value Eq. (4.3-5) CO 0.675 - Section 4.3.1 aspect 0.722 - Sec 4.3.1 & Sec 4.3.3.4 FL, 15.3. ft Eq. (4.3-8) T 852 Ib Eq. (4.3-9) V 95 plf TRES '1580 Ib VRES 176 plf Res Extra 0 plf Net uplift -727 Ib , Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 W11) Wall ID Seimic Wind A 127 173 B 127 246 C 185 359 D 239 462 E 324 628 12/21/2016 Peppler Residence - 16-238 L 11 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: C Level: 1 Floor System: STEM Position: Corner WALL STRESS: 150 plf Wind. • 118 plf Seismic REQ'D WALL ID: " A REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB16 Full Wall Diminsions ft b h 24.5 9 Ift ft Com onents Diminsions ft Comp. x; h; b; 1 8.5 4.00 3 I t 2 3 4 18.5 3 5 0.925 Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 5 1460 Ib V 162 6 TRES 1191 Ib VRES B 260 365 7 plf Net uplift 270 Ib C 380 532 8 D 490 685 9 E 665 930 Eq. (4.3-5) Section 4.3.1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units ' Co 0.925 - aspect 1.000 - FL; - 16.5 ft T 1460 Ib V 162 plf TRES 1191 Ib VRES 132 plf Res Extra 0 plf Net uplift 270 Ib Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 240 337 C 351 492 D 453 633 E 615 860 12/21/2016 Peppler Residence - 16-238 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: D.1 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 94 plf Wind 86 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: HDU2 (DBL 2X) REQ'D AB: SSTB16 L12 b I�bl +{ I rr b=� �bg� Clow i T Q c X� v �� Full Wall Diminsions ft bl. h - 10.5 9 Ift ft x; hi bi v �� Com onents Diminsions ft Comp. x; hi bi 1, 4.25 5.00 2.5 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Desc Value Units Reduced Allowable Values Eq. (4.3-5) Co 0.863- Section 4.3..1 aspect 0.833 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 FLi 8.0 ft A 173 173 Eq. (4.3-8) T 978 Ib B 187 315 Eq. (4.3-9) v 109 plf C 273 459 TREs . 510 Ib D 352 591 VREs 57 plf E 478 803 Res Extra 0 plf Net uplift 467 Ib v �� 2 COMPANY PROJECT Peppier Residence WoodWorks® 1ar2� carport Beamt SOFIWAREFOR WOODDFSICN Dec. 21, 201613:51 Design Check Calculation Sheet Wood Works sizer 10.4 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End 964 Loadl - Dead Full Area Roof Live 25.00( .00') psf Load2 Roof live Full Area psi '20.00(8.00') psf Load3 Snow Full Area 0.40 = L/360 20.00(8.001) psf Self-wei ht Dead Full UDL Length 12.1 plf is applied during analysis. ' Maximum Reactions (lbs) and Bearing Lengths (in) : .'r 12'-0.7" Unfactored: Analysis Value 1278 Dead 1278 .. 964 Snow 964 964 Roof Live 964 fb - 1025 Factored: psi fb/Fb' - 0.76 Live Defl'n 2292Bearing: 0.40 = L/360 in 0.32 A2242Total Length 0.65 Min re 'd 0.65 B1 Timber -soft, D.Fir-L, No. 1, 6x10 (6-112"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12'-0.7'; volume = 4.3 cu.ft.; Beam and stringer, . Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection usino Nos 2012: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear v = Fv' = 0 psi V74 _ .34 Bending(+) fb - 1025 Fb= 1350 psi fb/Fb' - 0.76 Live Defl'n 0.13 = <L/999 0.40 = L/360 in 0.32 Total Defl'n 0.38 = L/374 0.60 = L/240 in 0.64 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# - Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 - Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - _ E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+Lr, V - 2233, V design = 1936 lbs Bending(+): LC 02 - D+Lr, M - 6698 lbs -ft Deflection: LC #2 = D+Lr (live) LC #2 - D+Lr (total) - D=dead L=live S=snow W=wind I -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output , Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 580eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Q2 COMPANY PROJECT Peppier Residence Q)- 1-238 WoodWork S-. Slider HDR Beam2 SOFTWARE FOR WOOD DMGM.' ` Dec. 21, 2016 14:13 Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit 1051 Roof Live 1051 tern Start End Start End fv/Fv' = 0.41 Loadl Dead Full UDL 2391 1200 433.0 plf Load3 Roof live Full UDL Length 0.70 347.0 plf Self-wei ht Dead Full UDL 0.30 = L/240 9.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: Analysis Value 1340 Dead 1340 Anal sis/Desi n 1051 Roof Live 1051 Fv' - 170 Factored: fv/Fv' = 0.41 Bending(+) 2391 Total 2391 1200 psi Bearing: Live Defl'n 0.04 - 0.70 Length 0.70 in 0.70 Min re 'd 0.70 L/682 0.30 = B2 Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6'-0.7'; volume = 1.7 cu.ft.; Post and timber, Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Desicin Value Unit Anal sis/Desi n Shear fv = 70 Fv' - 170 psi fv/Fv' = 0.41 Bending(+) fb = 885 Fb' = 1200 psi fb/Fb' - 0.74 Live Defl'n 0.04 - <L/999 0.20 - L/360 in 0.18 Total Defl'n 0.11 = L/682 0.30 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 • 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2' Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V = 2368, V design = 1869 lbs Bending(+): LC #2 = D+Lr, M = 3553 lbs -ft Deflection: LC #2 - D+Lr (live) ^ LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 279e06 ib-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P3 COMPANY PROJECT Peppier Residence 16-238 STRD HDR Beam3 Q)W ood orks SOFTWARE FOR WOW .'DU)CN Dec. 21, 201614:26 Design Check Calculation Sheet Wood Works Sizer 10.4 1 nads� Load Type Distribution Pat- Location I.Itt Magnitude Unit 647 647 Roof Live tern Start End Start End - Loadl Dead Full Area fb - - 25.00(16.00') psf Load2 Snow Full Area Min re 'd 0.50' 20.00(16.00') psf Load3 Roof live Full Area 0.06 Total Defl'n 20.00(16.00') psf Self -weight Dead Full UDL 0.12 9.5- if Loa.-y'l-uue ., ._.,_ .w..,,=. ,,,r..--..,., --.,._ '---..--_- is applied during analysis. - • Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: Analysis 827 Dead 827 647 Snow 647 647 Roof Live 647 - Factored: - 1474 Total 1474 fb - Bearing: Fb' = 0.50• Length 0.50+ 0.50 + Min re 'd 0.50' <L/999 Iv111111nuI11.tl ."b I .YuI .."...d uJOu. ,IG ,ui olio auyyv,w - B3 Timber -soft, D.Fir-L, No.2, 6x8 (S -1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 4'-0.S'; volume = 1.1 cu.ft.; Post and timber, Lateral support: top= at supports, bottom= at supports; Analvsis vs_ Alinwable Stress and Deflection uuinn Nos 2012: Criterion Analysis Value Desicjn Value Unit Anal sis/Desi n Shear fv = 38 Fv' - 170 psi fv/Fv' = 0.22 Bending(+) fb - 363 Fb' = 750 psi fb/Fb.' = 0.48 Live Defl'n 0.01 = <L/999 0.13 = L/360 in 0.06 Total Defl'n 0.02 - <L/999 0.20 - L/240 in 0.12 I. r Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu, Cr Cfrt Ci Cn LCN Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC N2 = D+Lr, V = 1459, V design = 1003 lbs Bending(+): LC H2 - D+Lr, M - 1459 lbs -ft Deflection: LC 82 - D+Lr (live) LC #2 = D+Lr (total) D=deadL=live S=snow W -wind I -impact Lr -roof live Lc -concentrated E -earthquake - All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 227e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance With the ICC International Building Code (IBC 2012)• the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - 64 COMPANY PROJECT Peppler Residence " - 16-238 A Dec.21, 201014:32 Garage HDR Beam4 - wOOd.WO"r•��S ',. , . SOFTWAREFOR WOOD D6LCN . Design Check Calculation Sheet Wood Works sizer 10.4 I Antic• Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Dead Full U 1302 162.0 Plf Load2 Dead Full Area 5821 Total 33.00116.00') p Load3 Live Full Area Length 1.66 40.00111.50'1 psP Loed4 Snow Full Area 20.00116.00') paf Loads Roof live Full Area 20.00(16.00'1 paf Loads Dead Full Area 12.00(11.50') paf Self-wei ht Dead Full UDL 10.0 l[ Z. applied during analysis. Maximum Reactions (lbs) and Bearing Lengths (in) 8'-1.7" Unfactored: 3441 Dead 3441 - 1872 Live 1872 _ 1302 Snow 1302 1302 Roof Live 1302 Factored: 5821 Total 5821 Bearing: 1.66 Length 1.66 1.66•• Min re 'd 1.66•• B4 LVL n -ply, 1.812, 28001Fb, 1-314"x11-7/8", 3 -ply (5-1/4"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L NO.2 Total length: 8'-1.7-; volume - 3.5 cu.IL; Lateral support: top= at supports, bottom= at supports; Repetitive factor, applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection „sing Nos 2012: Criterion lAnalvais Value ID -ion Value I Unit IAnal sfa/Desi n Shear fv 101 Fv' - 28 ps1 v Fv' - 0. 6 Bending(+) fb 1113 Ib' 21)76 psi fb/In, 0.39 Live Defl'n 0.04 cL/999 0.27 L/360 in 0.15 Total Detl'n 0.13 L/140 0.40 L/240 in 0.32 Additional Data: FACTORS: F/Elpaf)CD CM Ct CL CV ,Cfu Cr Cfrt CS Cn LC# ' Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 3 fb'+ 2800 1.00 - 1.00 0.987 1.00 - 1.04 1.00 - - 3 rep' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 3 - Entry' 0.93 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear LC #3 D+.75(L+Lr), V 5724, V design = 4209 lbs Bending(+): LC 03 D+.75(L+Lr), M - 11448 lbs -ft Deflection: LC 83 D+.751L+Lr) (live) LC 83 D+.75(L+Lr) (total) D=dead L"live 5=snow Wind I"impact Lr -roof live Lc -concentrated E"earthquake � All LC's are listed in the Analya l3 output ' Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: ¢I 440:06 lb-1n2/ply "Live" deflection " Deflection f... all non -dead loads (live, wind, snow._) 7oca1 Deflectiob 1.501Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu e' Le " 16'-0.13" RB - 9.10 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and Nos Design Supplement. I Please verify that the default deflection limits are appropriate for your application. 3' System factor KH may not apply to field -assembled muhl-ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. S. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and muff -ply members are not rated for fire endurance. I aFORTE' MEMBER REPORT Level, Floor: Joist B6 1 piece(s) 117/8" T31@ 110 @ 16" OC Overall Length: 23' 10 1/2" 0 11'6* All locations are measured from the outside face of left support (or left cantilever end).AJI dimensions are horizontal. R - 0 • Deflection criteria: U. (L/480) and TL (LI240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4'6 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Gold- Panel (24" Span Rating) that is glued and I nailed down Additional considerations for the TJ -Pro— Rating include: 1/2" Gypsum ceiling, bridging or blocking at nkm 8'o.c.. b WK, Member Reaction (lbs) 1017 @ 11' 111/4" 1935 (3.50") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 476 @ IT V 1716 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R -lbs) -1192 @ 11' 11 1/4" 3160 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.064 @ S'9 3/16" 0.293 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.077 @ 5' 7 15/16" 0.586 Passed (L/999+) 1.0 D + 1.0 L (Aft Spans) TI -Pro— Rating 62 45 Passed -- • Deflection criteria: U. (L/480) and TL (LI240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4'6 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Gold- Panel (24" Span Rating) that is glued and I nailed down Additional considerations for the TJ -Pro— Rating include: 1/2" Gypsum ceiling, bridging or blocking at nkm 8'o.c.. b WK, . .......... ... ... . . . ..... 1 Plate on concrete - DF ISO" 2.25" 1.75" 74 285/-34 359/-34 11/4' Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50". 235 782 1017. None 3 - Plate on concrete - OF 3.50" 2.25" 1.75" 74 285/-34 359/-34 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above It bypassing the member being designed. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims; any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable I I forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/serAces/s-CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator 6s PASSED System : Floor Member Type : Joist Building Use : Residential Building Code :IBC 2015 Design Methodology: ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 12/22/2016 11:36:39 AIV Jarrod Holliday Forte v5.1, Design Engine: V6.5.1.1 Rancho Engineering B5.4te (530) 8773700 ranchoengineedng@hotmail.com Page 1 of 1 ......... .. ,F!0- i11 ................... . ... .. . .. Resi dential -Living I - Uniform (PSF) 0 to 23' 10 1/2- 16" 12.0 40.0 . Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims; any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable I I forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/serAces/s-CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator 6s PASSED System : Floor Member Type : Joist Building Use : Residential Building Code :IBC 2015 Design Methodology: ASO SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 12/22/2016 11:36:39 AIV Jarrod Holliday Forte v5.1, Design Engine: V6.5.1.1 Rancho Engineering B5.4te (530) 8773700 ranchoengineedng@hotmail.com Page 1 of 1 Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type COMPANY PROJECT Peppier Residence Magnitude Unit 795 16-238 WoodW- o r ks® Start End Start End Girder Beam? Girder 0 - SOfrWAREfOR WOOD DESIGN Dead Dec. 22, 201612:07 Factored: Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 795 n tern Start End Start End 2358 Loadl Dead Full Area No Factored: 12.00(12.0 ') ps Load2 Live Full Area No 3153 90.00(12.00') p Self-wei ht Dead Full UDL No Fb' - 18.0 Dif Maximum Reactions (lbs) and Bearing Lengths (in) : 26'-0.9" is B4 Unfactored: Analysis Value Design 795 Dead 795 n 2632 2358 Live 2358 - 7800 fv Fv' _ Factored: Bending(+) fb = 742 3153 Total 3153 fb/Fb' - 10432 Bending(-) Bearing: 1319 Fb' - 2849 0.90 Length . 0.90 Live Defl'n 2.97 0.90•' Min re 'd 0.90" in 2.97.. 0.22 Minimum bearing length governed by the required width of the supporting member. B7 LVL n -ply, 1.8E, 2800Fb, 1-314"x11-7/8", 3 -ply (5-114"x11.718") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 26-0.0j% volume =11.3 cu.ft.; Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Analysis Value Design Value Unit Analysis Desi n Shear fv - 108 Fv' = 285 psi fv Fv' _ 0.38 Bending(+) fb = 742 Flo' = 2849 psi fb/Fb' - 0.26 Bending(-) fb - 1319 Fb' - 2849 psi fb/Fb' = 0,46 Live Defl'n 0.10 = <L/999 0.43 = L/360 in 0.22 Total Defl'n 0.15 = <L/999 0.65 - L/240 in 0.23 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCN Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 Fb'+ 2800 1.00 - 1.00 0.977 1.00 - 1.04 1..00 - - 2 Fb'- 2800 1.00 - 1.00 0.977 1.00 - 1.04. 1.00 - - 2 Fcp' 750 - - 1.00 - - - - .1.00 - - - E. 1.8 million - 1.00 - - - - 1.00 - - 2 ' Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 - CRITICAL LOAD COMBINATIONS: Shear : LC N2 = D+L, V = 5216, V design = 4506 lbs Bending(+): LC 02 = D+L, M - 7628 lbs -ft ' Bending(-): LC 112 = D+L, M = 13562 lbs -ft Deflection: LC #2 D+L (live) LC H2 = D+L (total) D=dead,L=live S=snow W=wind I -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 440eO6 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) - Total Deflection = 1.50(Dead Load Deflection) '+ Live Load Deflection. ' Lateral stability (+): Lu = 13' Le = 24•-1.88" RB = 11.18 Lateral stability (-): Lu = 13' Le = 24-1.88" RB = 11.18 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. - 3. System factor KH may not apply to fieldassembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Title Block Line 1 You can change this area using the'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: ' Engineer: Project Descr. Project ID: y� P,W.d• 27 nFC 2016. 2:1SPM Description : F1 Bars parallel to X -X Axis . Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Number of Bars = 4.0 Load Combinations Used : ASCE 7-10 Reinforcing Bar Size = # ' 4. . Bars parallel to Z -Z Axis Number of Bars 4.0- - - � �.' ,;, Material Properties Soil Design Values - 1.50 ksf fc : Concrete 28 day strength = 2.50 ksi , Allowable Soil Bearing _ No fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 co Values Flexure = 0.90 Shear ` = 0.850 Increases based on footing Depth - ft Analysis Settings Footing base depth below soil surface = Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 ! Min. Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension W E H Add Ftg Wt for Soil Pressure No - Allowable pressure increase per foot of depth ' - ksf ft Use wt for stability, moments &shears No when maximum length or width is greater than= Add Pedestal Wt for Soil Pressure :` 'No Use Pedestal wt for stability, mom & shear No ` 4- }l�lmet�stons r��*s� Width parallel to X -X Axis = 2.750 ft ' ' Length parallel to Z -Z Axis = 2.750 ft - -Footing Footing Thicknes = *'112.0 in ' A Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in , b k -ft k -ft Bars parallel to X -X Axis . Number of Bars = 4.0 Reinforcing Bar Size = # ' 4. . Bars parallel to Z -Z Axis Number of Bars 4.0- - - � �.' ,;, 6 �...:•:,. , . �::.; inf r B r iz( = f # 4.0 Re o cin g a S _ :: �•.'•.: _ 111111a eas'; - I �I . •..;;• :;.: •,.> ,_: - • �^- Bandwidth Distribution Check (ACI 15.4.4.2) — r. IIIA II I Direction Requiring Closer Separation n/a ; # Bars required within zone n/a # Bars required on each side of zone n/a °Appitetl D Lr L S W E H P: Column Load = 2.925 . , 3.250 3.250 k OB : Overburden k -ft k -ft Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & T81n 01-V -1-fl- Project Title: Engineer: Project Descr: Protect ID: my, �L Description: F1 n/a 0.0 0.3868 0.3868 "DRESfGN,SUMMATFY"�� n/a 0.258 Design • 1.50 1.50 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6873 Soil Bearing 1.031 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X -0.0 k - 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1688 Z Flexure (+X) 1.292 k -ft 7,655 k -ft +1.20D+1.60L+0.50S+1.60H PASS 0.1688 Z Flexure (-X) 1.292 k -ft 7.655 k -ft +1.20D+1.60L+0.50S+1.60H PASS 0.1688 X Flexure (+Z) 1,292 k -ft 7.655 k -ft +1.20D+1.60L+0.50S+1.60H PASS 0.1688 X Flexure (-Z) 1.292 k -ft 7.655 k -ft +1.20D+1.60L+0.50S+1.60H PASS 0.09552 1 -way Shear (+X) 8.120 psi 85.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09552 1 -way Shear (-X) 8.120 psi 85.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09552 1 -way Shear (+Z) 8.120 psi 85.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09552 1 -way Shear (-Z) 8.120 psi 85.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1743 2 -way Punching 29.630 psi 170.0 psi +1.20D+1.60L+0.50S+1.60H Detai�etl Results �''L Ix.:�AM1iFg5'k a�'»?�Ys �Sc��7�� 1h :F,; 0.258 Z -Z, +D+S+H 1.50 • Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual 1 Allowable Lead Combination... Gross Allowable Xecc Zecc Bottom -Z Top +Z Left -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.3868 0.3868 n/a n/a 0.258 X -X. +D+L+H 1.50 1.50 n/a 0.0 0.0 0.8165 0.3868 0.8165 0.3868 n/a n/a n/a n/a 0.544 0.258 X -X, +D+L.r+H X -X, +D+S+H 1.50 n/a n/a 0.0 0.8165 0.8165 n/a n/a 0.544 X -X. +D+0.7501 -r+0.7501 -+H 1.50 n/a 0.0 0.7091 0.7091 n/a n/a 0.473 0.687 X -X, +D+0,750L+0.750S+H X -X, +D+0.60W+H 1.50 1.50 n/a n/a 0.0 0.0 1.031 0.3868 1.031 0.3868 n/a n/a n/a n/a 0.258 X -X. +(X.70E+H X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 1.50 n/a n/a 0.0 0.0 0.3868 0.7091 • 0.3868 0.7091 n/a n/a n/a n/a 0.258 0.473 X -X, +D+0.7501-+0.750S+0.450W+H 1.50 n/a 0.0 1.031 1.031 n/a n/a 0.687 0.687 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.031 1.031 n/a n/a 0.155 X -X, +0.60D+0.60W+0.60H X -X, +0.60D+0.70E+0.60H 1.50 1.50 n/a n/a 0.0 0.0 0.2321 0.2321 0.2321 0.2321 n/a n/a n/a n/a 0.155 Z -Z, +D+H 1.50 0.0 n/a n/a - n/a 0.3868 0.3868 0.258 Z -Z, +D-+-L-+H 1.50 0.0 n/a n/a n/a 0,8165 0.8165 0.544 Z -Z, +D+U+H 1.50 0.0 n/a n/a n/a 0.3868 0.3868 0.258 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.8165 0.8165 0.544 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.7091 0.7091 0.473 Z -Z. +D+0.750L+0.750S+H 1.50 - 0.0 n/a n/a n/a . 1.031 1.031 0.687 Z -Z, +D+0.60W+11 1.50 0.0 n/a n/a n/a 0.3868 0.3868 0.258 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3868 0.3868 0.258 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.7091 0.7091 0.473 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.031 1.031 0.687 Z -Z, +D+0.750L+0.750S+0.5250E-+H 1.50 0.0 n/a n/a n/a 1.031 1.031 0.687 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2321 0.2321 0.155 Z Z, +0 60D+O 7,0E+0 60H 1.50 0.0 n/a n/a n/a 0.2321 0.2321 0.155 S�Ove�tuming'Stabrlity�` ��;� ,� Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning €'Slid nail g 5tabihtY M4�� All units k Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: TA F3 ►1 Title Block Line 6Pnntea 22 DEC lois 2.15PM 7�$TRUCT„11FEP(�L.E-;1 Ge:neraf Footing ac ,t , K `�e . . 3s»s , _» . +�-' a.a ', 1 IERCrjLC iNG.19832015 Build,6�512�1%e §J51Z31,2 KW -06007181 -Licensee : RANCHO ENGINEERINC- Description +aeT,l ..c!Kt7n Wq"p n ".TTSF r K.,,Llry'i Footing Fleicure .;�w 0 Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd A2 Gvm. As A2 Actual As in"2 Phi Mn k -ft Status k -ft Side 7 Bot or Top Z in in X -X. +1.20D+0.50Lr+1.60L+1.60H 1.089 +Z Bottom 0.288 Min Temo % 0.2909 7.655 OK X -X. +1.20D+0.5OLr+1.60L+1.60H 1.089 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+1.60L+0.50S+1.60H 1.292 +Z Bottom 0.288 Min Temp % 0,2909 7.655 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.292 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.6419 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 0.6419 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 0.4388 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.4388 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.292 +Z Bottom 0.288 Min Temo % 0.2909 7.655 OK X -X. +1.20D+0.50L+1.60S+1.60H 1.292 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+1.60S+0.50W+1.60H 1.089 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+1.60S+0.50W+1.60H 1.089 -Z Bottom 0.288 Min Two % 0.2909 7.655 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.6419 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.6419 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.8450 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.8450 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.7231 +Z Bottom 0,288 Min Temp % 0.2909 7.655 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.7231 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +0.90D+W+0.90H 0.3291 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X, +0.90D+W+0.90H 0.3291 -Z Bottom 0.288 Min Temo % 0.2909 7.655 OK X -X, +0.90D+E+0.90H 0.3291 +Z Bottom 0.288 Min Temp % 0.2909 7.655 OK X -X. +0.90D+E+0.90H 0.3291 -Z Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.40D+1.60H 0.5119 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.40D+1.60H 0.5119 +X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.089 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.089 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.200+1.60L+0.50S+1.60H 1.292 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.292 +X Bottom 0.288 Min Two % 0.2909 7.655 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.6419 -X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z. +1.20D+1,60Lr+0.50L+1.60H 0.6419 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z, +1.20D+1.60Lr+0.50W+1,60H 0.4388 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.4388 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.292 -X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z. +1.20D+0.50L+1.60S+1,60H 1.292 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 1.089 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 1.089 +X Bottom 0,288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.6419 -X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.6419 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.8450 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.8450 +X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z. +1.20D+0.50L+0.20S+E+1,60H 0.7231 -X Bottom 0.288 Min Two % 0.2909 7.655 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.7231 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z, +0.90D+W+0.90H 0.3291 -X Bottom 0.288 Min Temo % 0.2909 7.655 OK Z -Z, +0.90D+W+0.90H 0.3291 +X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z -Z. +0.90D+E+0.90H 0.3291 -X Bottom 0.288 Min Temp % 0.2909 7.655 OK Z Z, +O 9 Q+E+O 90 ,0 329 +X.... Bottom 0.288 Min Temp % 0.2909 7.655 OK Load Combination... Vu @ •X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 3.217 psi 3.217 psi 3.217 psi 3.217 psi 3.217 osi 85 psi 0.03785 OK +1.20D+0.50Lr+1.60L+1.60H 6.843 psi 6.843 psi 6.843 osi 6.843 osi 6.843 psi 85 psi 0.0805 OK +1.20D+1.60L+0.50S+1.60H 8.12 psi 8.12 osi 8.12 osi 8.12 psi 8.12 psi 85 psi 0.09552 OK +1.20D+1.6OLr+0.50L+1.60H 4.034 Dsi 4.034 osi 4.034 Dsi 4.034 osi 4.034 Dsi 85 osi 0.04746 OK +1.20D+1.6OLr+0.50W+1.60H 2.758 osi 2.758 osi 2.758 osi 2.758 Dsi 2.758 osi 85 Dsi 0.03244 OK +1.20D+0.50L+1.60S+1.60H 8.12 Dsi 8.12 Dsi 8.12 osi 8.12 Dsi 8.12 psi 85 Dsi 0.09552 OK +1.20D+1.60S+0.50W+1.60H 6.843 osi 6.843 Dsi 6.843 Dsi 6.843 Dsi 6.843 osi 85 Dsi 0.0805 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.034 osi 4.034 Dsi 4.034 Dsi 4.034 Dsi 4.034 Dsi 85 osi 0.04746 OK +1.20D+0.50L+0.50S+W+1.60H 5.311 Dsi 5.311 Dsi 5.311 Dsi 5.311 osi 5.311 Dsi 85 osi 0.06248 OK +1.20D+0.50L+0.20S+E+1.60H 4.545 Dsi 4.545 osi 4.545 osi 4.545 Dsi 4.545 osi 85 Dsi 0.05347 OK +0.90D+W+0.90H 2.068 osi 2.068 Dsi 2.068 Dsi 2.068 Dsi 2.068 osi 85 Dsi 0.02433 OK +0.90D+E+0.90H 2.068 Dsi 2.068 Dsi 2.068 Dsi 2.068 psi 2.068 osi 85 Dsi 0.02433 OK Title Block Line 1' Project Title r ; 9m g Engineer: D Proiect Il . You can change this area using ttie'Settings' menu item Proiecescr: and then using the *Printing & Title Block' selection. TiW. DI—L, i i.. a - Panted: 27DEC 2016 2:15P61 Description : F1 M. All units k ' - Load Combination... Vu Phl'Vn Vu I Phi'Vn Status +1.40D+1.60H 11.74 Dsi - 170DSi 0.06906 OK OK +1.20D+0.50Lr+1.60L+1.60H 24:971 psi 170 Mi. 0,1469 OK +1,20D+1.60L+0.50S+1.60H 29.63 psi 170Dsi 0.1743 OK +1.20D+1.60Lr+0.50L+1.60H 14.722 psi 170 psi 0.0866. OK +1.20D+1.60Lr+0.50W+1.60H 10.063 osi 170Dsi 0.05919: OK +1.20D+0.50L+1.60S+1.60H 29.63 osi; 170Dsi 0.1743 OK +1.20D+1.60S+0.50W+1.60H 24.971 Dsi 170osi 0.1469 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.722 DSI 170 Dsi 0.0866 OK +1.20D+0.50L+0.50S+W+1.60H 19.381 Dsi •170osi 0.114 OK +1.20D+0.50L+0.20S+E+1.60H 16.585 osi 170Dsi 0.09756 OK +0.90D+W+0.90H 2.547 Dsi 170Dsi 0.0444 ;,. OK . +0.90D+E+0.90H ' 7,547 osi 170ps1 .0.0444 _ Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 f Project Title: Engineer: Project Descr: Project ID: Description : F2 .CodeReferencences�! r Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 ��General Inforrnati'on �� ' "�; • ��.�-�=h Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight ' _ No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density 145.0 pcf • Soil/Concrete Friction Coeff. - = 0.30 cp Values Flexure = ' 0.90 Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = It Min Steel % Bending Reinf. _ - Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = .1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No D,tmenslons�d�'�, Width parallel to X -X Axis = 1.50 ft Length parallel to Z -Z Axis = 1.50 ft - Z Footing Thicknes = 12.0 in mr Pedestal dimensions.,.. px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = - in' Rebar Centerline to Edge of Concrete - at Bottom of footing = 3.0 in F a Bars parallel to X -X Axis Number of Bars = 3 - Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars _ 3 Reinforcing Bar Sizt = # 4.0 :"t •; '- 1111 ".•.l.,:.,:,. 17 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a :..Applved odds �. ,. D Lr L S W. E H P: Column Load = 0.7950 0.0 . 2.358 0.0 k OB: Overburden = ksf _ r -._.-__.._.-.—__..._.. M- = k -ft M-zz = :, k -ft V -x _ k V -z = f k Rancho Engineering Project Title: , 5550 Skyway a #c Engineer: Project ID: Paradise, CA 95969 Protect Descr. Phone/Fax: (530) 877-3700 Description: F2 Y-. TDESIGN�SUMMAR�'�,t�� Xecc Zecc • Actual Soil Bearing Stress Top +Z Left, -X Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9340 Soil Bearing 1.401 ksf 1.50 ksf +D+L+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k 'No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05668 Z Flexure (+X) 0.5909 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05668 Z Flexure (-X) 0.5909 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05668 X Flexure (+Z) 0.5909 k -ft 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05668 X Flexure (-Z) 0.5909 k -ft • 10.424 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 85.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 85.0 psi n/a PASS n/a 2 -way Punching 10.942 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H 1.139 1.139 n/a n/a 0.759 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2120 Soil Bearin Rotation Axis .& Load Combination Gross Allowable Xecc Zecc - Bottom -Z Actual Soil Bearing Stress Top +Z Left, -X Actual I Allowable Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.3533 0.3533 n/a n/a 0.236 X -X. +D+L+H 1.50 n/a 0.0 1.401 1.401 n/a n/a 0.934 X -X. +D+Lr+H 1.50 n/a 0.0 0.3533 0.3533 n/a n/a 0.236 X -X, +D+S+H 1.50 n/a 0.0 0.3533 0.3533 n/a n/a 0.236 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.139 1.139 n/a n/a 0.759 X -X, +D+0.750L+0.750S+H 1.50 nla 0.0 1.139 1.139 n/a n/a 0.759 X -X, +D+0.60W+H 1.50 n/a 0.0 0.3533 0.3533 n/a n/a 0.236 X -X. +D+0.70E+H 1.50 n/a 0.0 0.3533 0.3533 n/a n/a 0.236 X -X, +M.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.139 1.139 n/a n/a 0.759 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.139 1.139 n/a n/a 0.759 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.139 1.139 n/a n/a 0.759 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2120 0.2120 n/a n/a 0.141 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.2120 0.2120 n/a n/a 0.141 Z -Z. +D+H 1.50 0.0 n/a n/a, n/a 0.3533 0.3533 0.236 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.401 1.401 0.934 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.3533 0.3533 0.236 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.3533 0.3533 0.236 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.139 1,139 0.759 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.139 1.139 0.759 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.3533 0.3533 0.236 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.3533 0.3533 0.236 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.139 1.139 0.759 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.139 1.139 0.759 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.139 1.139 0.759 Z -Z, +0,60D -460W-4601-1 1.50 0.0 n/a n/a n/a 0.2120 0.2120 0.141 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2120 0.2120 0.141 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. • Cr M Project Title: Engineer: Project Descr: Project ID: E9 , r7 Description : F3 Number of Bars = 6 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Reinforcing Bar Size = Load Combinations Used : ASCE 7-10 ` '�Yfr3F f ,Generallnformaflon�, Mu Number of Bars = Reinforcing Bar SizE _ 6 # 4.0 I Material Properties Soil Design Values 1.50 ksf f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = No fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 1145.0 pcf. Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 - , Direction Requiring Closer Separation • Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below surface = ft Min Steel % Bending Reinf. _ soil Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. _ , 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 • , ' w Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure No Allowable pressure increase per foot of depth = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure t No ' Use Pedestal wt for stability, mom & shear No ksf M-xx = . �D�menslonsp� �, a k -ft M-zz Width parallel to X -X Axis = 3.50 ft Length parallel to Z -Z Axis _. 3.50 ft z V -z = Footing Thicknes = 12.0 in _ k Pedestal dimensions...... • px : parallel to X -X Axis = in pz: parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in �Ranfnr�inri � �:;.�"^`;�'•��"� �•r.�.� �."�'' ., •, Bars parallel to X -X Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = Reinforcing Bar SizE _ 6 # 4.0 I `...,,. ,, ,•. II NI >•, .'��e ,ram: �•. .- •;; N III ::;:... •: ;•.+.:• ::_ •...., •.,:;:., .,,..:.:: ��:�;,�"":•,;�•:.,r;.<.:ri Bandwidth Distribution Check (ACI 15.4.4.2) _ — — ^Bto• Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a - w D Lr L S W E H P: Column Load" = 9.016 9.016 k OB: Overburden, = ksf M-xx = k -ft M-zz _ k -ft V -z = _ k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & TRIP Rlnrk' sPlPction. Project Title: Engineer: Project Descr: Project ID: D ' �F6 Description : F3 �.- Min. Ratio Item PASS 0.9813 Soil Bearing PASS n/a Overturning - X -X PASS n/a Overturning - Z -Z PASS n/a Sliding - X -X Applied Capacity Governing Load Combination 1.472 ksf 1.50 ksf 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k +D+S+H about c -c axes No Overturning No Overturning No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3514 Z Flexure (+X) 3.156 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.3514 Z Flexure (-X) 3.156 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.3514 X Flexure (+Z) 3.156 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.3514 X Flexure (-Z) 3.156 k -ft 8.981 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.2226 1 -way Shear (+X) 18.922 psi 85.0 psi +1,20D+0.50L+1.60S+1,60H PASS 0.2226 1 -way Shear (-X) 18.922 psi 85.0 psi +1.20D+0.50L+1.60S+.1.60H PASS 0.2226 1 -way Shear (+Z) 18.922 psi 85,0 psi +1,20D+0,50L+1.60S+1.60H PASS 0.2226 1 -way Shear (-Z) 18.922 psi 85.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.440 2 -way Punching 74.799 psi 170.0 psi +1.20D+0.50L+1.60S+1,60H 0.0 1.288 1.288 n/a n/a 0.294 X -X. +0.60D+0.60W+0.60H X -X. +0.60D+0.70E+0.60H 1.50 1.50 n/a n/a 0.0 0.0 0.4416 0.4416 Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination Gross Allowable Xecc Zecc Bottom -Z Top +Z Left, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 0.491 X -X. +D+L+H X -X, +D+Lr+H 1.50 1.50 n/a n/a 0.0 0.0 0.7360 0.7360 0.7360 0.7360 n/a n/a n/a n/a 0.491 X -X, +D+S+H X -X, +D+0.750Lr+0.750L+H 1.50 1.50 n/a n/a 0.0 0.0 1.472 0.7360 1.472 0.7360 n/a n/a n/a n/a 0.981 0.491 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 1.288 1.288 n/a n/a 0.859 0,491 X -X. +D+0,60W+H X -X, +D+0.70E+H 1.50 1.50 n/a n/a 0.0 0.0 0.7360 0.7360 0.7360 0.7360 n/a n/a n/a n/a 0.491 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 0.859 X -X. +D+0.750L+0.750S+0.450W+H 1,50 n/a 0.0 1.288 1.288 n/a n/a 0.859 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.288 1.288 n/a n/a 0.294 X -X. +0.60D+0.60W+0.60H X -X. +0.60D+0.70E+0.60H 1.50 1.50 n/a n/a 0.0 0.0 0.4416 0.4416 0,4416 0.4416 n/a n/a n/a n/a 0.294 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 1.472 1.472 0.981 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +D+0.750L+0,750S+H 1.50 0.0 n/a n/a n/a 1.288 1,288 0.859 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0,491 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+0,750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0,7360 0.7360 0.491 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.288 1.288 0.859 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0,0 n/a n/a n/a 1,288 1.288 0.859 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4416 0.4416 0.294 Z -Z +0 60D+0 701r460H 1.50 0.0 n/a n/a n/a 0.4416 0.4416 0.294 OverturnmgStabrltty Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & TRIP Rlnrk' calartinn Project Title: Engineer: Project Descr: Project ID: . D t_ Description : F3 �Foot�ng,Flexure�w'Y�x r_t,.��,r:i Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis 8 Load Combination k -ft Side ? Bot or Top ? in A2 in A2 in"2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 1.352 +Z Bottom 0.288 Min Temp % 0.3429 8.981 OK OK X -X. +1.20D+0.50Lr+1.60L+1.60H 1.352 -Z Bottom 0.288 Min Temp % 0.3429 0.3429 8.981 8.981 OK X -X. +1.20D+1.60L+0.50S+1.60H X -X, +1.20D+1.60L+0.50S+1.60H 1.916 1.916 +Z -Z Bottom Bottom 0.288 0.288 Min Temp % Min Temp % 0.3429 8.981 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.352 +Z Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.352 -Z Bottom 0.288. Min Temp % 0.3429 8.981 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.352 +Z Bottom 0.288 Min Temp % 0.3429 0.3429 8.981 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.352 -Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+1.60S+1.60H 3,156 +Z Bottom 0.288 Min Temp % 8.981 OK X -X, +1.20D+0.50L+1.60S+1.60H 3.156 -Z Bottom 0,288 Min Temo % 0.3429 OK X -X. +1.20D+1.60S+0.50W+1.60H 3.156 +Z Bottom 0.288 Min Temp % 0.3429 8.981 8.981 OK X -X, +1.20D+1.60S+0.50W+1.60H 3.156 -Z Bottom 0.288 Min Temp % 0.3429 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 1.352 +Z Bottom 0.288 Min Temp %° 0.3429 8.981 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 1.352. -Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 1.916 +Z Bottom 0.288 Min Temo % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 1.916 -Z Bottom 0.288 Min Temp % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.20S+E+1,60H 1.578 +Z Bottom 0.288 Min Temo % 0.3429 8.981 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 1.578 -Z Bottom 0.288 Min Temo % 0.3429 8.981 8.981 OK X -X. +0.90D+W+0.90H X -X. +0.90D+W+0.90H 1.014 1.014 +Z -Z Bottom Bottom 0.288 0.288 Min Temp % Min Temo % 0.3429 0.3429 8.981 OK X -X. +0.90D+E+0.90H 1.014 +Z Bottom 0.288 Min Temo % 0.3429 8.981 OK OK X -X. +0.90D+E+0.90H 1.014 -Z Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +1.40D+1.60H 1.578 -X Bottom 0.288 Min TemD % 0.3429 8.981 Z -Z. +1.40D+1.60H 1.578 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.352 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.352 +X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.916 -X Bottom 0.288 Min TemD % 0.3429 8.981 Z -Z. +1.20D+1.60L+0.50S+1.60H 1.916 +X 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.352 -X 'Bottom Bottom - 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.352 +X Bottom 0.288 Min TemD,% 0.3429 8.981 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 1.352 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 1.352 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 3.156 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 3.156 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 3.156 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 3.156 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.352 -X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.352 +X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 1.916 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 1.916 +X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 1.578 -X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 1.578 +X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z -Z, +0.90D+W+0.90H 1.014 -X Bottom 0.288 Min Temo % 0.3429 8.981 OK Z -Z. +0.90D+W+0.90H 1.014 +X Bottom 0.288 Min TemD % 0,3429 8.981 OK Z -Z. +0.90D+E+0.90H 1.014 -X Bottom 0.288 Min TemD % 0.3429 8.981 OK Z-4 a+0�90,IE+O 90H� v„� 0 4, az +X,.. Bottom 0.288 Min TemD % 0.3429 8.981 OK n ,One;WayShear .' �> ."z*»; Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 9.461 Dsi 9.461 osi 9.461 Dsi 9.461 Dsi 9.461 osi 85 osi 0.1113 OK +1.20D+0.50Lr+1.60L+1.60H 8.11 osi 8.11 Dsi 8.11 Dsi 8.11 Dsi 8.11 Dsi 85 Dsi 0.09541 OK +1.20D+1.60L+0.50S+1.60H 11.489 osi 11.489 Dsi 11.489 Dsi 11.489 osi 11.489 Dsi 85 Dsi 0.1352 OK +1.20D+1.60Lr+0.50L+1.60H 8.11 osi 8.11 Dsi 8.11 osi 8.11 osi 8.11 Dsi 85 Dsi 0.09541 OK +1.20D+1.60Lr+0.50W+1.60H .8.11 osi 8.11 Dsi 8.11 osi 8.11 osi 8.11 Dsi 85 osi 0.09541 OK +1.20D+0.50L+1.60S+1.60H 18.922 Dsi 18.922 osi 18.922 Dsi 18.922 osi 18.922 Dsi 85 Dsi 0.2226 OK +1.20D+1.60S+0.50W+1.60H 18.922 osi 18.922 psi 18.922 osi 18.922 Dsi 18.922 osi 85 Dsi 0.2226 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.11 osi 8.11 Dsi 8.11 Dsi 8.11 Dsi 8.11 Dsi 85 osi 0.09541 OK +1.20D+0.50L+0.50S+W+1,60H 11.489 Dsi 11.489 Dsi 11.489 Dsi 11.489 Dsi 11.489 osi 85 Dsi 0.1352 OK +1.20D+0.50L+0.20S+E+1.60H 9.461 Dsi 9.461 Dsi 9.461 Dsi 9.461 osi 9.461 Dsi 85 Dsi 0.1113 OK +0.90D+W+0.90H 6.082 Dsi 6.082 Dsi 6.082 osi 6.082 Dsi 6.082 osi 85 osi 0.07156 OK +0.90D+E+0.90H 6.082 osi 6.082 Dsi 6.082 Dsi 6.082 Dsi 6.082 Dsi 85 osi 0.07156 OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & TRIP. Rlnck' selectinn. Project Title:' Engineer: Project ID: �l Project Descr. Description : F3 All units k Load Combination... Vu Phi'Vn Vu l Phi'Vn Status +1.40D+1.60H. +1.20D+,0.50Lr+1.60L+1.60H 37.4 Dsi170Dsi 32.057 osi 170osi .. 0.22 0.1886 OK OK +1.20D+1.60L+0.50S+1.60H 45.414 Dsi 170DSI `. 0.2671 OK OK +1.20D+1.60Lr+0.50L+1.60H 32.057 Dsi 170 Dsi 0.1886 OK +1.20D+1.60Lr+0.50W+1.60H32.057 esi 170Dsi ' ; 0.1886 OK +1.20D+0.50L+1.60S+1.60H 74.799 osi • 170osi 0.44 OK +1.20D+1.60S+0.50W+1.60H .74.799 osi 170Dsi 0.44 OK +1.20D+0.50Lr+0.50L+W+1.60H 32.057 Dsi 170Dsi" 0.1886 OK +1.20D+0.50L+0.50S+W+1.60H 45.414 osi 170osi 0.2671 OK +1.20D40.50L+0.20S+E+1.60H 37.4 Dsi 170Dsi 0.22 OK +0.90D+W+0.90H 24.043 Dsi 170Dsi ", 0.1414 OK +0.90D+E+0.90H. 24.043 Dsi 170osi 0.1414 250 2.00 s 1.50 i5 0 1.00 C 0.50 0.00 0.00 2.50 2.00 1.50 1.00 0.50 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 -00 Dstance along w all One (ft) Wind Drag Forces 10.00 20.00 30.00 40.00 50.00 60.00 70.00 60.00 astenceelong wel One(ft) Drag Force Summary Wall Line ID: B Lateral Loads: Seismic (kips) South Side 1.47 Diaphrem Length Stan fl Wind (kips 1.49 End (h) Wall Length (feet) 32.00 Opening Between Walls (feel) 42.00 Unit WallSouth Side Stress DiStress Seismic Wind Seismic ' Wind 019 (PIfl (DIfl (Wfl ... 50 51 46 , 47 Diaphrem Stress Seismic Wind All) (Ifl Net Applied Stress Seismic Wind (Wfl (D1 _. 50 51 - -06 -47 Drag Force end of segment Seismic Wind l ." (pip 2.09 2.12 0.62 0.63 South Side 0.00 29.50 Drag Force (kips) Seismic (kips) Wind (kips 0.00 ft 0.00 0.00 0.00 ft 0.00 0.00 .. . Max Dreg Force (kips) Seismic (kips) Wind(kips..... " ® 42.00 ft 2.09 2.12 ..,.. .. .. ». .. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 ' Seismic Drag Forces 250 2.00 s 1.50 i5 0 1.00 C 0.50 0.00 0.00 2.50 2.00 1.50 1.00 0.50 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 -00 Dstance along w all One (ft) Wind Drag Forces 10.00 20.00 30.00 40.00 50.00 60.00 70.00 60.00 astenceelong wel One(ft) ,- pz Drag Force Summary Wall Line ID: D Opening Unit Wall 0 Net Applied Drag Force Lateral Loads: Seismic (kips) Wird (kips Wall Between Stress Diaphrem Stress DIaphram Stress ..... Stress end of segment 2.17 2.38 Length Walls .. Seismic Wind Seismic Wind .._., Seismic Wintl ,. ..( Seismic - ... .( Wind .� Seismic Wind (feet) (feet) (aU ... (WO (at ... iWt (la t t l • • 11.50 50 55 - 50 55 0.57 0.63 Diaphram Length Start ft End ft 10.50 146 160 50 55 -g6 .166 -0.44 -0.48 < 0 0.00 43.46 5.80 50 55 50 55 -0.15 -0.16 4.33 - 146 160 50 55 -% .. .. -106 -0.57 -0.62 11.33......' .-.. 50 ... '.. `�` ., 50 55 Drag Force (kips) Seismic (kips) Wind (kips 24.25 a 0.33 0.36 ... , ,... ... -@ 0.00 8 0.00 0.00 -_ .. ..... . Max Drag Force (kips) Seismic (kips) Wind (kips- ® 11.50 ft 0.57 0.63 .., ..,... ...... ... ... ,. . -- I - 0.00 - 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 _ Seismic Drag Forces 0.80 i I 0.600.40 0.20 0.00 S i I I -020 I i .040 I I 1 -Qat -Qeo 0.00 5.00 10.00 15.00. 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Llstexe akxv wal fne (M Wind Drag Forces - 0.80 0.80 � • 0.400.20 I I I o.00 - • ..Q2o -a40 i i •i I i i - -Q60 i - •Q6D 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Cistameelong walkne(ft) BUILDING ENERGY ANALYSIS REPORT Job Number: ICJ✓ BUTTE r 16-238 COUNTY + Date: FEB 0 8 2017 DEVEL0PMENT 2/7/2017 SERVICES The Ener Pro computer program has been used to perform the calculations summarized in this compliance report. This program -has ram•has a roval and is 9Y P P 9 P P P P 9 PP authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. EnergyPro 6. by EnergySoft User Number: 7782 ID: 16-238 0 Y RECEIVED PROJECT: FEB 05 1017 Peppler Restoration TRB AND ASSOCIATES 5280 Pioneer Trail Paradise, CA PERMIT # 9/6 Project Designer: BUTTE COUNTY DEVELOPMENT BEP REVIEWED FOR JP Home Designs CODE COMPLIANCE DATE Paradise, CA cye L'oG� Report Prepared by: Rancho Engineering FOR C O 'Cid vii: -1A SCE TRB ARID ASSOCIATES Job Number: ICJ✓ BUTTE r 16-238 COUNTY + Date: FEB 0 8 2017 DEVEL0PMENT 2/7/2017 SERVICES The Ener Pro computer program has been used to perform the calculations summarized in this compliance report. This program -has ram•has a roval and is 9Y P P 9 P P P P 9 PP authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. EnergyPro 6. by EnergySoft User Number: 7782 ID: 16-238 0 13 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 1 of 10 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 5280 Pioneer Trail Compliance Margin Percent Improvement 04 City Paradise 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 315 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2191 15 Number of Zones 1 16 Slab Area (ft) 1420 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ftZl N/A 21 Glazing Percentage (%) 17.1% COMPLIANCE RESULTS 01 Building Complies with Computes Performance""f +I r--, IM11,11 1 02 This building incorporates features,that require field-testing and/or, erification by acertified?HERS rater under the supervision of a CEC-approved HERS provider. a M o _..�A i C .,k A PA .046—' &..._._. *14 � � k1 s _.e i pot bA a � � l %A_ � 'ri. d "gturd ' "man- , v' $� ds+ bb' 'oK Tim! 03 This building incorporates one or more Special""Features shown below "u, Registration Number: 216-N0474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-02-07 10:41:57 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space -Heating 60.26 56.45 3.81 6.3% Space Cooling 46.24 46.78 -0.54 -1.2% IAQ Ventilation 0.94 0.94 0.00 0.0% Water Heating 32.81 19.67 13.14 40.0% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 140.25 123.84 16.41 11.7% Registration Number: 216-N0474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Page 2 of 10 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx 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 • 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 Verifications: • Minimum Airflow • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • — None ENERGY DESIGN RATING ti ... ,� • s d b to .� a s a ✓. a. a ch,for, .lam This is the sum of the annual TDV energy consumption fog=WenergyVA comp�onekn�s�ih luded i4 t�P� ror�mance�comp�ance approach forgh0e�Standard Design Building (Energy Budget) and the annual Partrfi TDV energy consumption for lighting and compo6ents�not regulated by Title 24,, (such as domestic appliances an8lconsum"er electronics) a d accounting for the annual TDV energy offset by an '`. �+` on-site renewable energy system. , +- 04 RReferen a Energy Use 'Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 199.78 179.93 19.85 9.9% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2191 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2191 9 DHW Sys 1 Registration Number: 216-No474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 3 of 10 OPAQUE SURFACES 01 02 fi..,.Y, �, 03 04 05 06 07 08 Name ConstructionR.,_. _ Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1 Attic RoofZone 1 -' _ „. Veritilated 5 0.1 0.85 Yes No 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Front Wall Zone 1 R-19 Wall 315 Front 670.5 112.8333 90 Left Wall Zone 1 R-19 Wall 45 Left 441 27.5 90 Rear Wall Zone 1 R-19 Wall 135 Back 670.5 208.02 90 Right Wall Zone 1 R-19 Wall 225 Right 441 66 90 Roof Zone 1 R-38 Roof Attic 2191 Raised Floor Zone 1 R-19 Floor Crawlspace 770 ATTIC l ,t i >:! 01 02 fi..,.Y, �, 03 04 05 06 07 08 Name ConstructionR.,_. _ Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1 Attic RoofZone 1 -' _ „. Veritilated 5 0.1 0.85 Yes No _ - '.... _. 61co Registration Number: 216-N0474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 4 of 10 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Multipli Width (ft) Height (ft) er Area (ft) U -factor SHGC Exterior Shading Window bed 1.1 Window Front Wall (Front -315) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) Window 1.2 Window Front Wall (Front -315) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) Window 1.3 Window Front Wall (Front -315) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) Window entry Window Front Wall (Front -315) 1.7 5.0 0.998 8.3 0.34 0.32 Insect Screen (default) Window laundary Window Front Wall (Front -315) 2.5 5.0 1 12.5 0.34 0.32 Insect Screen (default) Window kit 2 Window Front Wall (Front -315) 2.5 3.0 1 7.5 0.34 0.32 Insect Screen (default) Window kit 1 Window Front Wall (Front -315) 2.5 3.0 1 7.5 0.34 0.32 Insect Screen (default) Window mstr bath Window Front Wall (Front -315) 3.0 4.0 1 12.0 0.34 0.32 Insect Screen (default) Window laundary 2 Window Left Wall (Left -45) 2.5 3.0 1 7.5 0.34 0.32 Insect Screen (default) Window mstr 1.1 Window Rear Wall (Back -135) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) Window mstr 1.2 Window -Rear Wall (Back.Y35) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) Window mstr 1.3 Window Re6�Wall-(Back-135) 5.0 1 15.0 0.34 0.32 Insect Screen (default) Window family Slider Window . Rek Wall (Bac:135) 6:0 6.7 ,_ 1 ' 40.0 0.34 0.32 Insect Screen (default) Window family 1.1 Window y ( ". ) Rea�r,�VValk Back�13�5 3 6f0 1 ', 1,,8 0 0.34 0.32 Insect Screen default ( ) Window family 1.2 Window Rear WIa�l�l�'L(Back=135) gy• Hf��'w fr 6. 306A $. § #`: yp1" &kms 18.0 ^. 0.34 0.32 Insect Screen (default) Window family 1.3 Window Rear Wall(Back-135)- 3A M 6'0 T- 18.0 0.34 0.32 Insect Screen (default) Window office 1 Window Rear Wall (Back -135) 4.0 3.0 1 12.0 0.34 0.32 Insect Screen (default) Window Studio 1.1 Window Rear Wall (Back -135) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) Window Studio 1.2 Window Rear Wall (Back -135) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) Window Studio 1.3 Window Rear Wall (Back -135) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) Window kit 2 2 Window Right Wall (Right -225) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) WindowStudio 4 Window Right Wall (Right -225) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) WindowStudio 5 Window Right Wall (Right -225) 3.0 6.0 1 18.0 0.34 0.32 Insect Screen (default) WindowStudio 6 Window Right Wall (Right -225) 3.0 5.0 1 15.0 0.34 0.32 Insect Screen (default) Registration Number: 216-1404743038-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 5 of 10 DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Front Wall 20.0 0.50 Door 2 Left Wall 20.0 0.50 i� a TS CER nC0 Registration Number: 216-N0474303B-000000000-0000 Registration Date/Time: 2017-02.07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Datefrime: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 6 of 10 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 bed 1.1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 1.2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window 1.3 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window entry 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Window laundary 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window kit 2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window kit 1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window mstr bath 2 :' 0.1 2 2 0 0 0 0 0 0 0 0 0 Window laundary 2 2`` 0.1 2 2 0 0 0 0 0 0 0 0 0 Window mstr 1.1 -2.r 0'1"� 2 _ -- 2 0 0 0 0 0 0 0 0 0 Window mstr 1.2 , ` , 2 0:1;. • 2 2 �0 -0 0n 0 0 0 0 0 0 Window mstr 1.3 2, 0.1 2 2 i 0 V ol�� 0l' 04,N0 0 0 0 0 0 Window family Slider .` 2 ., 0.1 2�i 2 �0 # V 04 0i H 0 0 0 0 0 0 Window family 1.1 2 LA2 C IM2 C ilk 9 V` 0X* 0 0 0 0 0 Window family 1.2 2 0'1 "2 2 "0 V 0 ''' (TNW (P 0 0 0 0 0 Window family 1.3 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window office 1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Studio 1.1 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Studio 1.2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window Studio 1.3 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Window kit 2 2 2 0.1 2 2 0 0 0 0 0 0 0 0 0 WindowStudio 4 2 0.1 2 2 0 0 0 0 0 0 0 0 0 WindowStudio 5 2 0.1 2 2 0 0 0 0 0 0 0 0 0 WindowStudio 6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Registration Number: 216-No474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daterrime: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 7 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Carpeted Fraction He Slab Zo'4I I 1;420.. U' U X24717 tNone Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers - Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 - Roof Deck. Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 - Roofing: Light Roof (Asphalt Shingle) - Inside Finish: Gypsum Board - Cavity/Frame: R -19/2x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 - Exterior Finish: 3 Coat Stucco - Inside Finish: Gypsum Board Ceilings (below - Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 - Over Ceiling Joists: R-28.9 insul. - Floor Surface: Carpeted Floors Over ;- - Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace '" Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 - Cavity/Frame: R -19/2x6 SLAB FLOORS 01 `` _ 02 03 -- 04 - 05 06 07 Name ,� .Zone of Area' (ftz)7 J P m, etQer (ft) 'Edgelnsu . R -value &Depth Carpeted Fraction He Slab Zo'4I I 1;420.. U' U X24717 tNone 0.8 No BUILDING ENVELOPE - HERS VERIFICATION V V 14 A V 1* W 0 Now 04 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% Registration Number: 216-No474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 8 of 10 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.95 180000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 .k --- --- --- ! _ em. it SPACE CONDITIONING SYSTEMS 01 '02 02 03 04 05 06 SC Sys Name -`Syste"T pe eating Unit Nam e - Cooling Ur, nit Name Fan Name Distribution Name HVAC Systema , ` Other Heating`and C oling Sys Heating Component 1 Cooling Component 11 HVAC Fan 1 Air Distribution System 1 ! _ em. it ON HVAC - HEATING UNIT TYPES i 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 PkgAirCond 12.2 14 Not Zonal Single Speed Cooling Component 1 -hers -cool Registration Number: 216-No474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Curtipliance Report Version - CFiR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingi.ribdx CF1 R -PRF -01 Page 9 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION -HERS VERIFICATION / 01 A02 03 04 05 06 07 08 IAQ Watts/CFM Duct Leakage Duct Leakage Verified Duct Verified Duct Buried Deeply Buried Low -leakage Name 3 -.; rVenfication'�-"' Target (%) Location Design Ducts Ducts Air Handler Air Distribution System 1 hers dist ;` Required 6.0' Not Requiredr Not=Required Not Required Not Required HVAC -FAN SYSTEMS f F a ' 01 N C is Im IIS l M 03 04 Name ° fype "r w * 'Fan ow4 ('Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 44.41 0.25 Default 0 Required Registration Number: 216-N0474303B-000000000-0000 Registration Date/Time: 2017-02-07 11:23:33 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-01212016-433 Report Generated at: 2017-02-07 10:41:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Datefrime: 10:41, Tue, Feb 07, 2017 Calculation Description: Title 24 Analysis Input File Name: Buildingl.ribdx CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Jarrod Holliday" Company: Signature Date: Rancho Engineering 2017-02-07 11:23:33 Address: CEAMERS 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, under the laws of the State of California: 1. I am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance 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. 3. The building design featuresor system design features identified. -on. this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and'specificationssu6mitted.to the enforc�eme t,,agen�cy forsapefo�val,with.ahiis,building permit application. Responsible Designer Name: 'Respon'siblelDesigner I B:� Sig"natu7e Jarrod Holliday r(L 1 Company: D te.Signed: " ER Rancho Engineering 2017-02 0711:23:33 Address: License: 5550 Skyway, Ste C 066034 City/State/Zip: Phone: Paradise, CA 95969 530-877-3700 Digitally signed by CaICERTS. 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: 216-N0474303B-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2017-02-07 11:23:33 Report Version - Cf1R-01212016-433 HERS Provider: CaICERTS inc. Report Generated at: 2017-02-07 10:41:57 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Peppler Restoration Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/7/2017 Project Address 5280 Pioneer Trail Paradise California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,191 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ftz) Special Features Status Wall Wood Framed R 19 1,809 New Door Opaque Door - no insulation 40 New Roof Wood Framed Attic R38 2,191 New Slab Unheated Slab -on -Grade - no insulation 1,420 Perim = 247' New Floor Wood Framed w/Crawl Space R 19 770 New FENESTRATION I Total Area: 374TGlazing Percentage: 17.1%1New/Altered Average U -Factor: 0.34 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (NIM 84.5 0.340 0.32 2.0 none Bug Screen New Front (NIM 8.3 0.340 0.32 6.0 none Bug Screen New Left (NE) 7.5 0.340 0.32 2.0 none Bug Screen New Rear (SE) 208.0 0.340 0.32 2.0 none Bug Screen New Right (SIM 66.0 0.340 0.32 2.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Packaged Air Condition. 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.95 Standard New EnergyPro 6. by EnerqySoft User Number: 7782 /D: 16-238 Pae 12 of i6 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the rmmnlinnre nnnrnnrh aced Frrentinn.c may nnnly Review the resnective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain § 110.6(a)5: Coefficient SHGC and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 1 10.8(i) when the installation of a cool roof is specified on the CFIR. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): 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 0.074 maximum U - factor). §I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. In Climate 'Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class 1 or Class 11 § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is 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 meets the requirements of § 110.8 §I50.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §I50.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §I50.0(e) I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: 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: §1 10.0-§1 10.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 1.10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § I10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §I50.0(h)1: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § I50.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 1. 50.00)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.0(i)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.00)2A: 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 must be insulated according to the requirements of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category 111 or 1V vent, or a Type B vent with straight pipe between the outside termination and the § l 50.0(n)1: space where the water heater is installed, a condensate drain that is no more than 2 inches higher than the base of the installed 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 serving multiple dwelling units shall meet the requirements of § 110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSUSMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 1818 or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall 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)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §I50.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §I 50.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § l 50.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § i50.0(m)13: space conditioning system must also demonstrate airflow> 350 CPM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with .Reference Residential Appendix RA3. "Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § 150.0(0)1 A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Pleating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §I 10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting tate thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction §I 10.4(b)1: and return lines, or built-up connections for future solar heating. §I 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - §i 10.4(b)3: rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §I50.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE §150.0(k)IA: 150.0-A or TABLE 150.0-13, as applicable. When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply § I50.0(k)IB: with the applicable provisions of ' 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § I50.0(k)l C: § I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) I D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) I E: 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. §I50.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). §I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. §I50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements of §110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets installation Certificate requirements of §130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 1.50.0(k)2H: functions as a vacancy sensor according to § 110.9; meets .Installation Certificate requirements of § 130.4; the EMCS requirements of §130.5; and all other requirements in $150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functional ity of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. §I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. §I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §I50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in §110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: X2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §I50.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, 130.0, §130.2, §130.4, §140.7 and §141.0. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D § l 50.0(k)9C: shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, §130.4, § 140.7 and § 141.0. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply § 1.50.0(k)9D: with the applicable requirements in § 110.91 § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §150.0(k)10: internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §I50.0(k)1 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9 §130.0, 130.1, § 130.4 §140.6 and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I 50.0(k) I 2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. 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 shall: §I50.0(k)12B: 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 shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10(6) through §110.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §I 10.10(b) through §110.10(d). The solar zone shall have a minimum total arca as described below. The solar zone shall 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 jurisdiction. The solar zone total area shall 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 §1 10.10(6)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall 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 shall 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: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §I 10.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): 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); a pathway for routing of plumbing from the solar zone to the water -heating system. §1 10.10(d): A copy of the construction documents or a comparable document indicating the information from §1 10.10(b) through §110.10(c) shall be provided to the occupant. §1 10.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and perinariently marked as "For Future Solar Electric". RECEIVED - FEB 0)T M7 iTek® TRB AND ASSOCIATES MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1512-073 Fax 916/676-1909 Peppler Restoration� PERMIT # /Jl BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE • DATE< BY The truss drawings) ref6renced below have been prepared by MiTek USA; Inc. ul&r m`:4?g: supervision • based on the parameters provided by Systems Plus .Lumber. Pages or sheets covered by this seal: R4935 1 007 thru R49351066 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. REVIEWED FOR CODE COMPLIANCE FEB 14 2017 TRB ARID ASSOCIATES December 29,2016 Teodosescu; Eduard 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. Hca BUTTE COUNTY FEB 0 8 2017 DEVELOPMENT � SERVICES 0 i yo2 X09 0 o 0 0 0 0 0 0 0 o Io0 Im m 0 0 0 0 0 m Im m m Im m o m I� of II Jot SYSTEMS PLUS LUMBER CO. 02 K1 CHITECI'URAL TRUSSES AND FRAMING COMPON Pe ler Restoration J3C K2 I 1611-063 J4C ; K3 I Paradise CA SC K4 I i i� r n o o r io n 0 r r- I o !0 0 0 �!U v to N E N 0 0 0 ' o U o VJ Im 6C ! KS U U U U U U U U U U !U U) I II I C2 I!iIj Uo f IIIIIIj 7C 6C 6 0-0017 J38 IlIiIIII 05 J4B J04 J5B 03 6-110-00 .16B08 JJ7OBtU J0O II J88 �Ot J07 6-00-00 -j-7B J06 J61,J05 I ii J5B II J04 ; J04 J03 I I J03 J02 I I J0O2 • • • • JG p iii D03 I Of' t ly i to iiU Doz o �I m VY 01 HANGER LEGEND 1 • HUS28 Dot STRUCTURAL FASCIA ■ = TC- J37 K6 K6 TO SUPPORT END OF JO1 TYP. = THJM2 4 NOTE: 0 A / ■ ■ ■ ■ \ F/04 USE LUS24 FOR JACK TO N II GIRDER CONNECTION �IY Y O /i VL V / U V / V) t/L 1 / V V V / (530) 378-6800 (530) 365-5903 fax t Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com ICC ES Report ESR -1 3.1.1 & ESR 1988 INSPECTION AGENCY 1 IAS Certified Inspection No. AA -702 Timber Products .Inspection, .Inc.., Fabrication in compliance with • ( 105 S.E. 124`h Avenue ` 2013 C.BC SECTION 2303.4.2 Vancouver, WA 98684 Tel: (360) 449-3138 IBC/IRC 2012 SECTIONS (2303.4/R802.IOroof/R502.1 lfloor) • •ti _ 1 Fax: (360) 449-3953 - TRUSS ENGINEERING *This engineering is valid ONLY LAYOUT YES ❑ No ❑ Standard 'Truss Detail 'Title Detail # = Included Tor trusses manufactured by systems Plus Lumber Co. �- I.. A { - Systems Plus Job -Number 1611-063 12-29-2016 Date •_ Revision(s) Customer Project PEPPLER 'Location• PARADISE PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI.-B I SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES Gable End 85 Wind B 1 Gable End 110 Wind B IA ✓ Gable End 110 Wind C ' IB Hat Truss over 6/12 2 Hat Truss under 6/12 2B ✓ Web BracingDetails 3 Valle Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ BearingBlock 3.5 7 kA BearingBlock 5.5 7A Floor 8 Dbl T/C Notching9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12_ BCSI at www.sbeindustrv.com BCSI-B1 Summary Sheet at www.sbcindustr•.corn k N SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL, NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE .DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OFTHE ROOF SYS'T'EM TO THE BUILDING FOR VER'T'ICAL & LATERAL LOADS 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER. AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE .PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY TIME RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET), METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -TETE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR .ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD 'T'RUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER TIIE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW' "SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM. 12 \TRUSS I CONT. BRB- ' SPAN TO MATCH COMMON TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPACING OF VERTICALS WITHOUT BRACE• ,WITH LATERAL BRACE LOADING(psf) 12 INCH O.C. 6-7-0 13-2-0 SPACING 2-0-0' A. - - Plate S. Increase 1.15 TCDL 10.0 Lumber Increase 1.15' TI Rep Stress Incr YES BCDL :10.0 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW' "SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM. 12 \TRUSS I CONT. BRB- ' SPAN TO MATCH COMMON TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. Wit I OK Inaustries, Inc. Western DlvlsIon SHEATHING (BY OTHERS 24" MAX, 24' O.C. 1 1/2" ► , ELP-, 3 1/2 Z ` - 2X4 LATERAL BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP,CHORD . 3x5 END WALL �IGID CEILING MATERIAL 6428 1231 DETAIL A cNn =MAY 14 201: LATERAL BRACING NAILING SCHEDULE _VERT. HEIGHT # OF INAILS AT END ' U P TOT -O" 2 - 6 OVER 8'=6" 4 - 16d `MAXIMUMVERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE• ,WITH LATERAL BRACE LOADING(psf) 12 INCH O.C. 6-7-0 13-2-0 SPACING 2-0-0' TCLL 50.0: - - Plate S. Increase 1.15 TCDL 10.0 Lumber Increase 1.15' BCLL 0.0 Rep Stress Incr YES BCDL :10.0 Code 'IBC/IRC' LUMBER TOP CHORD 2 X 4 DFL/SPF/HF- No.2 BOT CHORD 2 X 4 DFL/SPF/HF- STUD/STD OTHERS 2:X 4 DFUSPF/HF - STUD/STD Wit I OK Inaustries, Inc. Western DlvlsIon SHEATHING (BY OTHERS 24" MAX, 24' O.C. 1 1/2" ► , ELP-, 3 1/2 Z ` - 2X4 LATERAL BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP,CHORD . 3x5 END WALL �IGID CEILING MATERIAL 6428 1231 DETAIL A cNn =MAY 14 201: LATERAL BRACING NAILING SCHEDULE _VERT. HEIGHT # OF INAILS AT END ' U P TOT -O" 2 - 6 OVER 8'=6" 4 - 16d `MAXIMUMVERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE• ,WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-7-0 13-2-0 _ 11-0-0 s INCH O.C. =8_0 11=4- - - 24 INCH O.C.. 4,-8-n 9_4- —9=0 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST EXP. B, HEIGHT 30 FT, 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF. THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8;-6". •TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 .�.Q. WARNING-Irw deslgnparruncters and READ NOTES ONTIHS AND INCLUDED. WTEKREFERENCE PACE AM -7473 DEFDRE USE. 7777 Greenback Lane Design valid for use onl with MTek connectors. this design Is based on upon ammeters shown and Is for an individual bulldin com onenl. Suite 109 DApplicablilly of design paromenlers and proper Incorporation of component Is responsibifily of building designer- not Iruss'designer. Bracing shown Citrus Heights, CA, 9561,61M�! Is far lateral support of Individual web members only.. Additional lompofory bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding �! fabrlcatlon, qually control, storage, delivery. erection and bracing, consuls ANSI/TPII Quality Criteria, DSO -87 and BCSI1 Building Component ' Safety Informallon available fromlruss Plate Institute, 583 D'Onoldo D&e. Madison, WI 53719, - M iTe, k STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d _ (TYP) �� -- 2X4 BLOCK SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL 45* `2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF QS W/ 4- 10d NAILS. MAX. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. z ' NO. MOO" EXP. 12-31-16 ALTERNATE BRACING DETAIL C10. q OF NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. )MAY 1r -i 2015 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT). THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG, OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT, CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. e _:: - - IVARNTNG • yerlfy dcsiyn parumeters rind READ NOTES ON TRIS AND INCLUDED hU.TEK..REFERENCE PAGE 1dR•T473 BEFORE USE. Design void for use only with M1ek connectors. This design Is based anty upon paramelers shown, and Is for an Individual building component. Applicablity of design paramenlers and proper incorporation of component Is responsiblGly of building designer- not truss designer. Bracing shown is lar lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Addilional permanent bracing of the overall slrucl ure is the responsib6ty of the building designer. Forgonerat guidance regarding labrlcatlon, qually control, storage, delivery, erection and bracing, consul) ANSI/71`11 Quality Cdtedo, OSB -87 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 59719. Suite 109 Citrus Helghts, CA, MARCH 12, 2009 WEB BRACING RECOMMENDATIONS FST-WEBBRACE a�aa �' O 00 a MiTek USA, Inc. 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. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D - 10' 0" 1 6 10 1 886 1886 2829 y' - 3143 3143 4715 - 12'-0" 1342 1572 1572 2358 4715 7074 14' 0" 1 15 0 134 7 1 3 47 2021 - ' 2358 2358 3536 :'' 1886 1886 2829 '` 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 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 STABILIZERS ARE TO BE PROVIDED AT SAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Twi icc aaenur iucrei i ennu -n— — -—IT coennreriner 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 of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERAL NOTES TYPE BRACING MATERIALS I. 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 QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')2.5') FOR Ix4 BRACES, 2.10d (0.131':3') FOR 24 and 2x4 BRACES, AND 3.10d (0.131')G') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5') NAILS FOR 10 LATERAL BRACES, 2-1Dd (0.131'x3-) NAILS FOR 2x3 and 2x4 LATERAL BRACES. AND 3.10d (0.131'X1') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbcindustry.wrn and w tpinsLorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B. TABULATED VALUES ARE BASED ON A DOL. = 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 STABILIZERS ARE TO BE PROVIDED AT SAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- Twi icc aaenur iucrei i ennu -n— — -—IT coennreriner 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 of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) F3 March 4, 2013 a/�aa O 00 � OIC MiTek USA, Inc. T -BRACE / I -BRACE DETAIL ( ST - T -BRACE— 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 / 1 -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I Brace (On Two -Ply's Nail to Both Plies) • WE Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1 x4 (*) T -Brace 1 x4 (*) I -Brace Nails Web- I -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, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace 2x6 1 x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing �, / SPACING G Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace k 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T Brace 2x8 I -Brace Nails Web- I -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, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE O� ® MiTek USA, Inc. Page 1 of 1 1.00 O 00 O 00 01 MiTek USA, Inc. Nailing Pattern L -Brace size_ Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) I WE \ � Nails 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 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 — 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Web L -Brace must be same species grade (or better) as web member. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 - � --2x8 "' DIRECT SUBSTITUTION NOT APLICABLE JANUARY 1, 2009 SCAB -BRACE DETAIL ST -SCAB-BRACE MiTek USA, Inc. Page 1 of 1 E'V__100 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is D impractical. i 1 Scab must cover full length of web +/- 6". MiTek USA, Inc. **' THIS DETAIL IS NOT APLICABLE 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 (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. ' MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 0 Nails>Scab-Brace. � Web Scab -Brace must be same species grade (or better) as web member. S JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST -TOENAIL SP MiTek USA, Inc. rage 1 oT NOTES: TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH �] AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW (2x3, 2x4) (2x6) 2 NAILS 3 NAILS _ NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE4 -- - - NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM . 30°T060° VARY FROM 30°TO 600 30 ° TO 60 \ 45.00* \ 45.00 ° _ 45.00' Q- V� co C LU * P. �TgTFOF TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP OF HF SPF SPF -S .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 108.8 99.6 86.4 84.5 73.8 of 0 z .128 74.2 67.9 58.9 57.6 50.3 j .131 75:9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 r 52.5 ri THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW (2x3, 2x4) (2x6) 2 NAILS 3 NAILS _ NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE4 -- - - NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM . 30°T060° VARY FROM 30°TO 600 30 ° TO 60 \ 45.00* \ 45.00 ° _ 45.00' Q- V� co C LU * P. �TgTFOF DETAIL FOR>CCOMWW'.AND ,END JACKS MI i C $ -46-o 3/30/2004 PAGE 1 MAX LOADING (pst) . SPAGINCi 2 0-0 BRACING MITek Industries, Inc. TOLL 40.0!letes ,crease 1.15 hed ,Western Division TCDL t0.o LRe Stress Increase YES BOT CHORD RiOP CHORD gid direct) applied. BOLL D.o P 9 9 Y PP MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2'X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION AS DESIGN REQ'D 20'•0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB -CENTERED AT SPLICE W/SAME LUMBER AS TOP'CHORD ATTACH TO ONE FACE W/ (.131"X3.0'4MIN).NAILS Q 3" O.C. 2 ROWS B-0-0 NOTE: — TOPCHORDPITCH: 3/128/12 / BOTTOM CHORD PITCH: 0/12--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. \ SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE ;(0.162°DIA. X 3.5') LGT TOE NAILS SUPPORTS SHALL BE PROVIDED {c;4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 led COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS �j 1 3x4 - CONN. W/2 16d COMMON WIRE (0162"DIA X 3.5" LGT) TOE NAILS r -- 6-0-0 6-0.0 EXT. . 2.0-0 2-0-0 ... - EXT. EXT. 2.0.0 < EXT. 2-0-0 2�0-0 1: CONN. W/3 16d COMMON WIRE (0.162"DI - X 3.5" Ll3T) TOE NAILS =11 BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4 = OR A BEARING BLOCK. CONN. W216d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 PRESSUREBLOCKINr_ INcn 8.0-0 7771 NOTE: NAILING SHALL. BE SUCH THAT THE LUMBER DOES NOTSPLIT. S -EP U 1 A WARMNOF.9_rJda slgn paauneters and READ NOUS ON 2fS AND DbLDDED MITEC REFERENCA PAGE ?=-7473 BLFOR& USE. " S' uit' e" - 109'' Design vaod for use only with fdlTek conneclors. This design Is based only upon paromelers shown, and is for an individual building component. Citrus Helghts, CA, 956mv AppAcablily of design paromenlers and proper incorporalbn o! component is responslbi6ly of bu&9ng designer •not buss designer. Bradng shown Is tar lateral support of IndNidual web members onF/. Addllional temporary brodrre Io insure slabmly during ransfrvellon h Iha responslbIF ly of the ereclor. Addi tonal pennanenl bracing of the overall slrvdure b the responslbNly of the building daslgner. For general guidance regarding tab dcatlonqua0ly co,trol sloro9e. daMery, erecllon dnd bracing, eonsull.AN51/rP11 Quallty.Crileda OSa•89 and B.CSI1 Bvildlme Compon*nl ��•® Safety Intormalion available fromiruss Pbla Wlllule. 563 D'Onofdo Drive, Madkon.l^O 53719. �;1�: ^' FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAILI ST-VALLEY2 (BEVELED BOTTOM CHORD) 00 MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND MiTek USA, Inc. ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 8 13 12 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. SEE DETAIL" A, B, OR C BELOW (TYP.) 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B 8 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 3.1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH 9 10 BEVEL VALLEY TRUSS < USS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) i i i� ii u u u n n ii i i, 0 BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" O.C.) (24" O.C.) 1] LLU VALLEY TRUSS TYPICAL GABLE END, COMMON TF 5 (24" O.C.) \ OR GIRDER TRUSS This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 8 13 12 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. SEE DETAIL" A, B, OR C BELOW (TYP.) 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B 8 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 3.1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PITCH 9 10 BEVEL VALLEY TRUSS < USS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) VT LOAD TRUSS=120 PLF PAGE 1 OF 2 ndus.Crles, Inc. APR 0 5 2013 e MAXIMUM;.0 PLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY. -! ING (10) 10d.(0;131" X 3..) NAILS: * 2:x x 8'&. SI,ZE:TO'.MATCH TO C}{ORD:OF;PIOQIBACK SYp:= 10.6Q.•L85 ATTACHEq'T.O.QNE FACE•CF TOP. SPF = 820',L BS CHORD. WITN':2: ROWSsOF .1 Od (0}131' X.3ry NAILS SPAEED ' 0:.. AND'STAGOERED DF 970`lBS HF= 84'.D>LBS SPF -S = 72'60S * ATTACH PIGOYBACK;TRUSS MAXIMUM UPLIFT PURLIN TO ZACH'PURLIN;- iVITH. CAPACITY USING (2)18d 2 - 188%kAILSTOENAILED. �A \ SYP = 11,7 WS SPF 60. LBS DF- 92 -:LBS HF- 63:LBS BAS TRUSS SPF -S = 41 I:BS MAXIMUM UPLIFT SHEATHING CAPACITY USINQ:1l2' SHEATHING AND (2) 8d (O13f".X2,5") NAILS: SPACE PURLIN8ACC0RDINO TOTAXIMU HE MM ATTACH EAC PURUN TO TOP 6PACI9G ON:THE TOP,CHORD 0F;THE BA&E CHORD OF BASE TRUSS WITH TRUss(sPACIN¢NCT;roEXCEED.za�o•c.J: 2 - ted pwt s. SYP. = 62LB$ . SPF: 42",L85 A.RURLIN TO BE LOCATED AT EACFI'BA§E TRUSS JOINT. * .FOR PIQOY3AOK TRU39E3 WITH SRAtJ3 c 12' DF a. P4.! PAS HF- 44 LBS SCAB MAY BE'OMMITED PROVIDED 7t1AT: ROOF SHEATHI.N4 TO 9E CONTIAIIQU'8 OVER JOINT SPF=S = 28 LBS (SHEATHING.T.0Qi E w. MINIMUM'12'OVE_R'JCINTJ CAP CONNEanONJS MApE TOS RESIST UPLIFT SEE .MA. CONNECTION CAPAGITIE3 AND COMPARE WIiH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION GAPAGIl1E9+FOR SCABS, RURLINS, ANDBHEATHING MAY BE COMBINED WHEN LOAD DURATION: OF 1 00 DETERMINING..OVERALL: UPUFT.`CAPACITY; IF N.O GAP:EXISTS BETWEEN CAP.TRUSS AND.BASE TRUSS: MAXIMUM UP. LIFT.GUSSET CAPACITY US'I.NG_ 7116" GU SSiETS AN6:(4)16d (0:131" X Tj NAILS: REPLACE TOE.NAILING.OF CAP, TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY P.URLINS TO;LOWER:E.DGE.OF BASE SYP = 39,f).LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWMABOVE. SPF = 276 LBS DF = *16s 8" x.8" x 112" PLYWOOD (or 7118" OSB) HF = 276 LBS i" GUSSETUI 61H;SIDE;AT SPF- = 258 LBS EACH BASETRUSS J•9.INT., nu ATTACH-'iek 2., 1.Od'.Ni 1LS INTO EACH C.HORD>FRO"M EACH SIDE (TOTAL • 4"- LS EACH CHORD) 20 PURLINS @ 24" O.C. ATTACHED Wl 2-10 D NAILS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1:00 e STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (MAY BE USED FOR DRAG TRUSSES) M1I/SAC 4 PAGE 1 OF .1 s rtesInc. r�l.a ii�p:Y 1 4' 2015 c� "N�owlay t n GENERAL NOTES: 5 Ivlsion t. 1. UPLIFT AND LATERAL LOAD CAPACITY OF o THIS DETAIL SHALL BE REVIEWED AND T :: APPROVED BY PROJECT ENGINEER OR NO. C7 QUALIFIED BUILDING DESIGNER. - EXP - 1 1,4 2. PITCH=12112 MAX ` { 3: MAX CAP TRUSS SPAN = 20'-0" l" CIVi1- P' 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD q© TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 150 PLF `M ,-- e ' •' ® tVARA7Na • 7erlfy dcatyn paramctara and READ NOTES ON ?!{TS AND INCLUDED hIITER REFF.lrENCE PAGE AW -7473 BEFORE USE. 7777 Greenback USUIIB 109 Design void for use only with MOek connectors. This design Is based only upon parameters shown, and Is for an Individual bulUing component. CIWs Heights, CA, Appicab171y of design paromenters and proper Incorporation of component Is responsibility of building designer - not Iruss designer. Brocing shown. - - Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricollonr quailly conirolLstorage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•B9. and BCSII Building Component Safely Info 10 avollable from Truss Plole Institute, 5113 D'Onolrto Drive, Madison. WI 53719. MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 1 O (0.131" X 3") NAILS: * 2 x_ i 6--0- SIZE TO MATCH SYP = 1060 LBS "TOP CHORD OF PIGGYBACK ' ' .. 8" x 8 1/2" x 1/2" PLYWOOD (Or 7116" OSB) SPF = 820 LBS 970 LBS ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131- X 3") GUSSET EACH SIDE AT EACH BASE TRUSS DF = HF = . 840 LBS NAILS SPACED 6" O.C. AND STAG�ERED �• JOINT OR MAX. 24"_O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM SPF -S = 720 LBS / EACH DE (TOTAL -4 NAILS EACH CHORD) SI- MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d' i - ATTACH PIGGYBACK TRUSS (0.131" X 315") NAILS: TO EACH PURLIN WITH IRI\2 -16d NAILS TOENAILED. SYP =' 117 LBS 6� \ SPF = 60 LBS OF = 92 LBS HF = 63 LBS. SPF -S = 41 LBS TRUSS ` \ MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) 8d (0:'131",X 2.5") NAILS: SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS TRUSS (SPACING NOT TO EXCEED 24" D.C.)., _ r A PURLINTO BE.LOCATEDAT EACH BASE TRUSS JOINT. ;. 2 - 16d NAILS. SPF = 42 LBS, * FOR PIGGY BACK TRUSSES WITH SPANS < 12' DF = 64 LBS, HF = 44 LBS' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF -S = 28 LBS '(SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) * CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING 'VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) MAXIMUM UPLIFT GUSSET 2x _ x 6'.0° SIZE TO MATCH TOP CHORD OF PIGGYBACK. CAPACITY USING 7/16" GUSSETS ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") 4 " AND ( ) 10d (0.131 X 3") NAILS: NAILS SPACED 6" O.C. AND STAGGERED ��- SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE DF = ,294 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. _ HF = 276 LBS * SPF -S = 258 LBS p 8" x 8112" x 112"PLYWOOD (or7H6" OSB) 6 GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX,`24" O.C. ATTACH WITH 8 _ 2 -10d NAILS INTO EACH CHORD FROM " EACH SIDE (TOTAL - 4 NAILS EACH CHORD) \. .� VALUES SHOWN ARE BASED ON 2x4 PURLINS @ 24" O.C. ATTACHED W/ 2-10 D NAILS: �� •,,� - I LOAD DURATION OF 1.00 e ' •' ® tVARA7Na • 7erlfy dcatyn paramctara and READ NOTES ON ?!{TS AND INCLUDED hIITER REFF.lrENCE PAGE AW -7473 BEFORE USE. 7777 Greenback USUIIB 109 Design void for use only with MOek connectors. This design Is based only upon parameters shown, and Is for an Individual bulUing component. CIWs Heights, CA, Appicab171y of design paromenters and proper Incorporation of component Is responsibility of building designer - not Iruss designer. Brocing shown. - - Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricollonr quailly conirolLstorage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•B9. and BCSII Building Component Safely Info 10 avollable from Truss Plole Institute, 5113 D'Onolrto Drive, Madison. WI 53719. R49351007 11512-073_`---__-- 1A01--`-----ICaI'rfomia Girder Job Reference optienal)_ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:16 2016 Page 1 ID:Kt6ZK5hWP76Kgj 1 h7638SVyDyJ I-9Rgm8OA2ujp9QMFaLfO POCUvOZ7DtkYc_Os3Ny4P9r 2-2-12 14-5-8 r 7-6-1 7- 1-41 10-11-12 14-8-10 18.5-8 21-0-5 215=75 26-9-4 29-0 2-2-12 2-2-12 30.9 0.5-10 3-0-1 3-8-14 2-6.13 3-8-14 0.5-10 5-3-5 2-2-12 Scale = 1:50.5 4x4 5.00 FIT 3x8 = 2x4 II 3x4 = 6x8 = ; , ipq VA .SAB E-AC_®._AD F AET_,AF C'AC7� AH 3x8-5- I �l �\ ^' 4x10 '� /.�� 45 zz� v At Q AJ AK 2P x4 AL AMC AN i� t� I I T ' S 5x14 = 3x8 = 3x8 = 8x12 = MAO L AP AQ AR K 3x4 = 3x4 = 2X4 II 2x4 11 5x10 = 2x4 11 3x4 = 2-9 2- -12 4.5.8 7-6-1 10.11-12 14-8-10 18-5-8 21-5-15 26-9.4 27. -0 29-0-0 2-0.0 2 2-2-12 3-0.9 3-5-11 3-8-14 3-8-14 3-0-7 5-3-5 0-2-42 2-0-0 Plate Offsets (X,Y)- 18:0-2-4.0-1-121, fH:0-3-2,0-1-12),fN:0-8-8,0-4-41,(R:0-6-12,0-3-61 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLIL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.28 i Vert(LL) -0.16 0 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.48 0 >616 180 BCLL 0.0 Rep Stress Incr NO i WB 0.99 Horz(TL) 0.23 K n/a It/a BCDL 10.0 Code IBC2012riP12007 i Matrix -MSH i Weight: 281 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No.t&Btr G *Except' 2-0-0 oc puffins (5-5-12 max.): D -H. C-S,G-M: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 OF Stud/Std G 6-0-0 oc bracing: A-T,R-S. REACTIONS. (Ib/size) T=2103/0-5-8, K=2078/0-5-8 Max Hoa T=50(LC 10) Max Uplift T=.523(LC 10), K=477(LC 11) Max Grav T=2384(LC 28), K=2356(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-128/639, B -C=-4350/1139, C -D=-4290/1123, D -E=-3937/1062, E -F=-6286/1723. F -G=-6286/1723, G -H= -5898/1511,H -I=-3230/767 BOT CHORD A -T=-559/131, S -T=-77/299, O -R=1169/4441, P -Q= -1477/5631.0-P=-1477/5631, N -O=-1485/6055, G -N=-557/289 WEBS B -T=-1956/490, R -T=-956/211, 8-R=-1115/4480, C -Q=-526/180, D -Q=-34411386, E -Q=-2028/597, E-0=-234/767, F-0=-657/352, G -O=-247/310, L -N=-623/2895, H -N= -989/3657,H -L= -1326/380.1 -L= -63112846.1-K=-2140/503 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - i row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4 TCLL: ASCE 7-10; Pf=20.0 psf (Bat roof snow); Category ryII; Ex C; Partial/ ExP;Ct= 1 s :•''• 5) Unbalanced snow loads have been considered for (his design. 6) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide will Bt 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) -� T=523, K=477. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Y December 29,2016 ® WARNING - VerBy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Inrss system. Before use. the building designer must verify the applicability of designparameters and property incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web arwlor chord members only. Additional temporary and permanent bracing MiTek• is always required [or 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 ANSIfTPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Truss Type R493510D7 1512-073 A01 California Girder 1 --------._.-..-... I ----'--'------'---- --- —' - -- ._ 2...J.Job Reference.(o tp iona9----'— Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:16 2016 Page 2 ID: Kt6ZK5hWP?6Kgj 1 h7638SVyDyJ I-9Rgm8OA2ujp9Q W3FaLfOPOCUvOZ-tDtkYc_Os3Ny4P9r NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 85 Ib up at 7-11-10, 219 lb down and 157 Ib up at 10-0-12, 202 Ib down and 165 Ib up at 12-0-12, 183 Ib down and 170 Ib up at 14-0-12, 183 Ib down and 170 Ib up at 14-11-4, 202 Ib down and 165 Ib up at 16-11-4, and • 198 Ib down and 139 Ib 11p at 18-11-4, and 83 Ib down and 85 lb up at 21-0-6 on lop chord, and 27 Ib down and 8 lb up at 4-3-12, 276 Ib down and 118 Ib up at 6-0-12, 33 Ib down at B-0-12, 33 Ib down at 10-0-12, 33 Ib down at 12-0-12, 33 Ib down at 14-0-12, 33 Ib down at 14-11-4, 33 Ib down at 16-11-4, 60 Ib down at 18-11-4, 59 Ib down at 20-11-4, and 258 Ib down and 76 Ib up at 22-11-4, and 27 Ib down and 8 Ib up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -H=-70, H -J=-70, S -U=-20, N -R=-20, M -X=-20 Concentrated Loads (lb) Vert: S=1(F) F=-128 0=-16(F) AA= -3 AB= -167 AC= -147 AD= -128 AE= -147 AG= -145 AH= -3 AI= -276(F) AJ= -16(F) AK= -16(F) AL= -16(F) AM= -16(F) AN= -16(F) AO= -38(F) AP= -37(F) AQ= -258(F) AR=1(F) 0 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 and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPh Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Job 'Truss Truss Type Qty Ply Peppier Restoration I LOADING CLL 849351008 1512-073 iA02 California 1 1 PLATES GRIP I — Plate Grip DOL 1.15 I TC 0.55 Job Reference (o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:18 2016 Page 1 ID:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-SgyXZ3CJPL31fgDehmiuVpHl8CBghnbr41tz7Fy4P9p 19-5 15 2�2-12 1 4-5-8 9-6-1 9 -wt 13-10-3 } 18-5.8 78-0-6 23-3-3 26.9-4 21; 0_l 2-2-12 2-2-12 INH 0-6-10 3.10.8 4-7-5 0-6-79 3.9-4 2.2.12 45-16 Scale = 1:50.3 dip 4x6 3x4 = 3x5 11 5x8 /i 3x5 3x5 = 2x4 li 2,4 II 402 = 2x4 II 3x4 7x8 = (ps LOADING CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 I TC 0.55 Vert(LL) -0.17 O -P >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.64 O -P >462 180 BCLL 0.0 Rep Stress incr YES WB 0.90 Horz(TL) 0.26 K n1a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH ; Weight: 144 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2X4 DF No.1&Btr G *Except* except C-R,F-N: 2X4 DF Stud/Std G 2-0-0 oc purlins (3-10-0 max.): D -G. WEBS 2X4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-Q,M-0,G-O: 2X4 DF No.2 G REACTIONS. (Ib/size) S=144810-5-8, K=142710-5-8 Max Horz S=64(LC 14) Max Uplift S=-230(LC 10), K=-226(LC 11) Max Grav S=181O(LC 28). K=1 784(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-107/725, B -C=-2918/451, C -D=-2742/399, D -E=-24591397, E -F=-2665/431, F -G=-2575/425, G -H= -21091353,H -I= -1969/292,1-J=-51/300 BOT CHORD A -S=-654/121, P -Q=-51513090, O -P=-455/2954, F -O=-293/116. L -M=-201/1748 WEBS B -S=-1378/219, Q -S=-974/121, B-0=48413293, C -P=-670/256, D -P=-28/602, E -P= -694/237,E -O=-411/159, M -O=-234/2693, G -O=-346/2416, G -M=-1968/252, H -M= -68/326.H -L= -508/116,1 -L= -245/2043,1-K=-1661/254 NOTES- (11). 1) Wind: ASCE 7-10; Vu I1=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Sat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) S=230, K=226. 9) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ib down and 89 Ib up at 9-11-10, 94 Ib down and 63 Ib up at 12-0-12, 92 Ib down and 66 lb up at 14.0-12, 92 Ib down and 66 Ib up at 14-11-4, and 94 Ib down and 63 Ib tip at 16-11-4, and 133 Ib down and 89 Ib up at 19-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. LOAD CASE(S) Standard I ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE 11111•7073 rev. 10/03/2015 BEFORE USE. i 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 i building design. Bracing indicated is to prevent buckling of individual Vuss 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 ANSIr7Pl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 lJobSystems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:18 2016 Page 2ID:Kl6ZK5hWP?6Kgj1 h7638SVyDyJI-5gyXZ3CJPL3lfgDehmiuVpHIBCBghnbr41tz7Fy4P9p LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -G=-70, G -J=-70, R -T=-20, O -Q=-20, N -W=-20 Concentrated Loads (lb) Vert: E=-37 AA= -54 AB= -41 AC= -37 AD= -41 AE= -54 (Truss Truss Type DQtyPl��ration 1249351008 1512-073 IA02-- Job Reference (opti—___.._._....-_....-.-.---.-.-_--- WARNING • Verffy dosfgn par ameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-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 overallAbuilding design. Bracing indicated is to prevent buckling or individual buss web and/or chord members only. Additional temporary and permanent bracingMITB'K� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding thefabrication, storage, deliivery. erection and bracing of trusses and truss systems. see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria; VA 22314. Suits log Job Truss Truss TypeQty CSI. DEFL. in loc Udell L/d TC 0.70 ; Vert(LL) -0.13 N -O >999 240 BC 0.74 I Vert(TL) -0.37 N -O >803 180 WB 0.92 I Horz(TL) 0.18 K n/a n/a Matrix -MSH PlyI Peppier Restoration LUMBER- BRACING - TOP CHORD 2X4 OF N0.1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except BOT CHORD 2X4 OF No.1&Btr G *Except* 2-0-0 oc purlins (3-2-10 max.): E -F. 1512-073 A03 California 1 B -P: 2X4 DF No.2 G --- I — Max Horz R=-79(LC 11) Job Reference(optional)849351009 Systems Plus Lumber Co, Andefson,.CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:19 2016 Page 1 ID: Kt6ZK5hWP76Kgjlh7638SVyDyJI-ZOWvmPCxAeBkHzogFTD710quVbbfQEW IycWghy4P90 18-" •5-8'3:4 - 11 11-6- .1 -0.5 - 3 - -6 9- - 2-2-12 2-2-12 3-4-115-0-10 0- - 4 4-1-14 4-1-14 2-242 115 Scale = 1:50.7 46 6x8 = R m L K 3x5 = 3x5 = 2x4 II 2x4 11 8x20 = 2x4 II 3x4 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) BCLL 0.0 TCDL 15.0 BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. DEFL. in loc Udell L/d TC 0.70 ; Vert(LL) -0.13 N -O >999 240 BC 0.74 I Vert(TL) -0.37 N -O >803 180 WB 0.92 I Horz(TL) 0.18 K n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 147 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF N0.1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except BOT CHORD 2X4 OF No.1&Btr G *Except* 2-0-0 oc purlins (3-2-10 max.): E -F. C-Q,G-M: 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G *Except* B -P: 2X4 DF No.2 G REACTIONS. (Ib/size) R=1433/0-5-8, K=1417/0-5.8 Max Horz R=-79(LC 11) Max Uplift R=-204(LC 10), K=-203(LC 11) Max Grav R=1876(LC 28), K=1855(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-72/605, B -C=-28401372, C -D=-3115/434, D -E=-2553/338, E -F=2293/337, F -G=-2619/362, G -H= -2705/341,H -I=-2155/265 BOT CHORD A -R=-530/86, C -P=-267/80. O -P=-354/2730, N -O=-213/2223 WEBS B -R=-1516/212, P -R=-7641116, B -P=-372/3077, 0-0=-519/184, E-0=01399, F -N=-113/592, L -N= -154/1865,H -N= -75/566,H -L= -883/141,1 -L= -195/2092,1-K=-1732/239 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 20Apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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. F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) > o R=204, K=203. V 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 Ib down and 89 Ib up at 11-11-10. 101 Ib down and 64 Ib up at 14-0-12, and 101 Ib down and 64 Ib up at 14-11-4, and 152 lb down and 89 Ib up at 17-2-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. (% 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 1 t ii LOADCASE(S) Standard December 29,2016 AWARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek0 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 AiTek� ■■ building design. Bracing indicated 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 properly damage. Forgeneral guidance regarding the iVl fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANS]TPit Quality Criteria, OSB -89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms Heki CA 95i Job Truss Truss Type Qty Ply Peppier Restoration 849351009 1512-073 iA03 California st1 1 Job Reference {o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:20 2016 Page 2 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-2C3HIDZxyJbv7NOpBkMaEM3E?wu9hm8XcM4C8y4P9n LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, E-17=70, F -J=-70, Q -S=-20, N -P=-20, M -V=-20 Concentrated Loads (lb) Vert: F=-73 Y=-73 Z=-47 AA= -47 r WARNING - Verify design Paramofars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7073 rev. 10/03/2015 BEFORE USE. ! ■ ' Design valid for use only with MiTekt9 connectors. This design is based only upon parameters shown, and is for an individual building component. not - I �• a truss system. Beton: 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 andror chord members only. Additional temporary and permanent bracing iViiTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component - I 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, I Suite 109 Citrus Heights. CA 95i Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:20 2016 Page 2 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-2C3HIDZxyJbv7NOpBkMaEM3E?wu9hm8XcM4C8y4P9n LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, E-17=70, F -J=-70, Q -S=-20, N -P=-20, M -V=-20 Concentrated Loads (lb) Vert: F=-73 Y=-73 Z=-47 AA= -47 r WARNING - Verify design Paramofars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7073 rev. 10/03/2015 BEFORE USE. ! ■ ' Design valid for use only with MiTekt9 connectors. This design is based only upon parameters shown, and is for an individual building component. not - I �• a truss system. Beton: 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 andror chord members only. Additional temporary and permanent bracing iViiTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component - I 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, I Suite 109 Citrus Heights. CA 95i Job iTruss Truss Type Qiy Ply Peppier Restoration II 1512-073 L4 California 1 1 849351010 (Roof Snow=20.0) Plate Grip DOL 1.15 I TC 0.45 Vert(LL) Job Reference-(optiona)_...... ____ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:212016 Page 1 I D: Kt6ZK5hWP?6Kgjl h7638SVyDyJ I-WPdfB5EBiGRSWHyDMuFb6RvHvPHLu7KHmG5dkay4P9m .. 15.0.5 . - 3.6 3- 15.5- 5 1-3-3 26-9-4 1 2-2.12 2-2-12 5-J-0 3-9-9 0-'5-1 0-5-10 5-9-4 5-6.1 2-2-12 1-0-10 Scale = 1:50.3 6x8 = 4x6 R v ro In L n J 3x5 i 3x5 = 2x4 11 2x4 II 3x8 = 3x8 = 5x6 = 3x4 II 3x4 = a N jg1¢ LOADING (psi) I I TCLL 20.0 SPACING- 2-0-0 i CSI. DEFL. in (loo) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 I TC 0.45 Vert(LL) -0.15 O -P >999 240 MT20 2201195 TCDL15.0 Lumber DOL 1.15 BC 0.66 i Vert(TL) -0.3B O -P >774 180 BCLL 0.0 Rep Stress Incr YES I WB 0.97 Horz(TL) 0.20 J n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 159 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2X4 DF No.t&Btr G *Except* 2-0-0 oc puffins (4-9-5 max.): E -F. C -Q: 2X4 DF No.2 G, D -N: 2X4 DF Stud/Sid G BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except' 6-0-0 oc bracing: A -R. B -P: 2X4 DF No.2 G REACTIONS. (Ib/size) R=1451/0 -5-8,J=1421/0-5-8 Max Horz R=93(LC 10) Max Uplift R=-182(LC 10). J=-179(LC 11) Max Grav R=1972(LC 28), J=1931(LC 28) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-94/735, B -C=-3278/365, C -D=-3130/315, D -E=-3047/388, E -F=-1838/258, F -G=-2106/243, G -H=-2528/250 BOT CHORD A -R=-662/107, Q -R=43/252, O -P=-443/3502. D -O=-561/167, L -M=-124/1773, K -L=-145/2229 WEBS B -R= -1526/188,P -R= -1018/111,B -P= -390/3624,C -O=-716/187, M -O=-102/1673, E-0=-209/1521, E -M=-401/54, G -L=-469/161, G -K=-265198, H -K=-145/2191,. H -J=-1804/239 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=2511; Cal. Ii; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 Qt=1b) R=182,J=179. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 Ib down and 84 Ib up at 13-9-9, and 166 ib down and 83 Ib up at 15-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard ti f d 4 �rf„�c y '• December 29,2016 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11- 7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM 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 AaTek� building design. Bracing indicated 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. For general guidance regarding the M fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSIRPIt Quality Criteria, DSB-69 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sude 312, Alexandria. VA 22314. Suite 109 Cltrus Hehis CA 95610 Job Truss Truss Type Qty Ply Peppier Restoration 1 R49351010 1512-073 1A04 California 1 1 —__________ �_— I— __._. __ _____ ___ Jab Reference (optional _ Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pin Vert: A -E=-70, E -F=-70, F-1=-70, O -S=-20, O -P=-20, N -V=-20 Concentrated Loads (lb) Vert: E=-131 AA= -131 e 8.010 s Apr 20 2016 MITek Industries, Inc. VVed Dec 28 14:b0:21 2016 Page Z ID:Kt6ZK51)WP?6Kgj1 h7638SVyDyJI-VVPdfB5EBiGRSWHyDMuFb6RvHvPHLu7KHmG5dkay4P9m AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 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 �• atruss 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 ANSIITPN Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job iTruss Truss Type Qty Ply Peppier Restoration in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 R49351011 1512-073 !A05 Roof Special 1 1 MT20 220/195 TC 15. 15.0 Lumber DOL Job Reference (o phonal)__ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:22 2016 Page 1 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-_bB1ORFpTZZJSRWPwbmgffSR6peldgRR wrAGOy4P91 2-2-12 _ 4-5-8 9-8-8 14-" 20-7-4 27-0-0 i 2-2-12 2-2-12 5-3-0 4-9-8 6-1-a 6-4-12 Scale= 1:45.5 4x6 II 0 n v H 3x4 = `x4 2x4 II 2x4 ii 4x8 = 5x6 = 3x4 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 I TC 0.55 Vert(LL) -0.07 L >999 240 MT20 220/195 TC 15. 15.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.29 L -M >999 180 LL Rep Stress Incr YES WB 0.59 Horz(TL) 0.15 H n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH j Weight: 143 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2X4 DF No.1&Btr G'Except* except end verticals. C-N,D-K: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except' 6-0-0 oc bracing: A-0. B -M: 2X4 DF No.2 G REACTIONS. (Ib/size) H=1087/0-5-8,0=1330/0-5-8 Max Horz 0=100(LC 14) Max Uplift H=-104(LC 11), 0=-135(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-83/499, B -C=-2102/259, C -D=-2031/195, D -E=-1981/279, E -F=-1297/144, F -G=-1715/166, G -H=-10231136 BOT CHORD A -O=-450/98, L -M=-333/2223, D -L=-4291177, I -J=-10911514 WEBS B-0=-1012/150, M -O=-660/66, B -M=-284/2350, C -L=-413/174, J -L=-8/1038, E -L=-19611027, F -J=-5331155, G -I=-72/1341 NOTES- (8) 1) Wind: ASCE 7710; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 1.0-0 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 100 Ib uplift at joint(s) except 61=1b) H=104, 0=135. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r t'. is , ^J� December 29,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I67473 row. 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 WOW building design. Bracing indicated is to prevent buckling orindividual truss web and/or chord members Only. Additional temporary and permanent bracing MITOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' his CA 95810 Job 1Truss Truss Type Qfy Ply Peppier Restoration R49351012 1512-073 A06 COMMON 1 1 Job Reference_(optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:23 2016 Page 1 ID: Kt6ZK5hWP?6Kgj1 h7638SVyDyJ I-SnlQcnGREth9mb5bUJH3Cs_aPD 17MA5aDaakpTy4 P9k 7-6-14 14-6-0 20-7.4 27-0-0 _l 7-6-14 6-11-2 6-1-4 6.4-12 Scale = 1:44.8 4x6 = A d 3x4 3x6 = 3x4 = 3x4 = 3x6 (ps200 BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G MILLLOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.13 H -I >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.33 H-1 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 G n/a n/a Code IBC2012tTP12007 Matrix -MSH Weight: 125 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD WEBS REACTIONS. (Ib/size) K=131610 -5-8.G=110110-5-8 Max Herz K=100(LC 14) Max Uplift K=-133(LC 10), G=-104(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-1547/170, D -E=-1586/189, E -F=-315/68, F -G=-288/87 BOT CHORD I -K=-19611478, H -I=-38/1123, G -H=-127/1515 WEBS C -I=-261/192, D -I=-50/424. D -H=-72/527, E -H=-3151195, C -K=-1627/184, B -K=-294/132, E -G=-1493/124 Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt C -K, E -G NOTES- (8) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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.; Ct= 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 100 Ib uplift at joint(s) except (jt=1b) K=133, G=-104. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verfry design paramefe and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 ray. 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 properly incorporate this design into the overall WOW ■■■ ek• building design. Bracing indicated 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. For general guidance regarding the 1yliT fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95810 Job (Truss Truss Type Qty Ply Peppier Restoration 1512-073 IA07 Common 1 1 R49351013 _— _--- ----.--_--.�. _.—......-. _ -- _._-- -------- -- Job Referencz(optional) - Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:24 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-w—Jop7G4?BpONIgo2Oplk4XoHcO95VijSEKHLvy4P9j 2-2-12 6-2-12 10-4-6 14.6-0 20-7-4 27-0-0 2_ 2-12 — 4-0-0 ' 4.1.10 4-1-10 6-1-4 I 6-4-12� Scale = 1:44.6 4x5 = A 0 3x4 = 2x4 it 3x8 - 3x6 = 3x8 = 3x8 = 3x4 11 (ps200 I LOADING CLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.08 J -L >999 240 MT20 2201195 TCDL15.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.24 J -L >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.02 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH I Weight: 132 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, BOT CHORD 2X4 DF No.t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied,or 6-0-0 oc bracing. REACTIONS. (Ib/size) L=1567/0 -5-8,H=85010-5-8 Max Horz L=100(LC 14) Max Uplift L=-165(LC 6), H=-100(LC 11) Max Grav L=1567(LC 1), H=888(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-164/664, C -D=-113/663, D -E=-747/141, E -F=-833/122, F -G=-1345/161, G -H=-8241133 BOT CHORD J4L=-31/428, I -J=-103/1176 WEBS B -L=-4101173. C -L=-312/134, D -L=-1397/131, D -J=0/345, E -J=-6/276, F -J=-589/164, G -I=-68/1017 NOTES- (8) 1) Wind: ASCE 7-10: Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-'.0; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.: Ct= 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 1-0-0 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 100(b uplift at joint(s) H except Gt=lb) L=165. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /�� j :7•, I. V December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev- 1010312015 BEFORE USE. Design valid for tae 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 Aek� building design. Bracing indicated 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 properly damage. For general guidance regarding the iVliT fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSlrrPlt Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I Suite 109 Citrus Hein— CA 85810 _ Job :Truss muss Type Qty Ply Peppier Restoration 5x6 3x4 D 3x G H ; 4 = ml O A� `bI 3x4 '% �l AH AK AL K 3x4 849351014 1512-073 B01 CALIFORNIA GIRDER AN A -' M r -- .- R d 5x8 = T S ------------- --- .�Id ----� to •- X W V 3x8 = 3x4 = Q P AO AP AQ O AR AS AT N Job Reference {o tional ayslems VIUS LUmoer UO, Anaerson, UA B.UlU s Apr 2u 2u16 mi I eK Inoustnes, Inc. vvea uec Zt1 14:0u Zd zUlb rage 1 ID: Kl6ZK5h WP?6Kgj t h7638SVyDyJI-pIYJfWa3PJSsM-ZHstEvwiYVEmnl ULJ NsIVUgy4P9f 2-2-12 4 335--0-5 3.1-02 9-5-8 14-1r0 18I-9 21-9.2 23-6-8 26 9.2 50-3.9--54 32--01.0 2.2 5-0-8 3-7.9 17.9 .9.6 3 9 2 Scale= 1:75.4 5x6 = 5.00 12 E i 3x4 4 - / F 5x8 = AG 2x4 II 3z4 = 5x6 3x4 D 3x G H ; 4 = ml O A� `bI 3x4 '% �l AH AK AL K 3x4 �j L %�� -\ AN A -' M r -- .- R d 5x8 = T S ------------- --- .�Id ----� to •- X W V 3x8 = 3x4 = Q P AO AP AQ O AR AS AT N 3x5— 2x4 II 3x8 = 2x4 11 2x4 II 3x8 = 4x8 = 2x4 11 3x5 = - 5x8 = 43-0-0 2-2n2 4.0-0 12-12 5-0-0 7J-2 1.9.6 12-12 8.8.11 53.5 4 -"2 2-0-0 Plate Offsets (X,Y)-- 1R:0-2-8 0-2-01.fU:0-5-8 0-4-01 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) i/deft L/tl PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.24 I Vert(LL) -0.07 O -P >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.22 O -P >775 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 N n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH Weight: 435 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, except BOT CHORD 2X4 DF No. t&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): G -K. D-V,H-Q: 2X4 DF Slud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (ib/size) W=1407/0-5-8, P=2453/0-5-8. N=974/0-5-8 Max Horz W=-97(LC 55) Max Uplift W=-179(LC 50), P=-522(LC 7), N=-282(LC 7) Max Grav W=1553(LC 16). P=2551(LC 31). N=1228(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-147/708, C -D=-476/74, D -E=-676/129. E -F=-705/122, F -G=-707/237, G -H=-84/305, H -I= -86/308,1 -J= -78/1039,J -K=-9631346, K -L=-1151/357 BOT CHORD D -U=-6041123, T -U=-51/442, S -T=-34/779, R -S=-82/629, O -P=-447/589 WEBS 6-W=-477/146, C -W=-11091174, U -W=-655/169, C -U=-8911099, D -T=-35/265, F -T=-290/165. F -S=-365/81, G -S=0/386, G -R=-1133/62, P -R=-10271212, I -R=-184/892, I -P=968/266, J -P=-1705/486, J-0=0/592, L -O=-200/868. L -N=-1051/210 NOTES- (13) 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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) Ail loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4 TCLL: ASCE 7-10; Pf=20.0 psf flat roof snow); Category It: Ex C; Partial) Ex Ct= 1��>� P ( ) 9 rY P Y P•. 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 t ' ,•t, 01 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 1-0-0 wide - r ` • x,, 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, a 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joinl(s) except Qt=1b) �•��] __ W=179, P=522, N=282. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 29,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTelt) 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 or individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ----- -- — _P-- Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:28 2016 Page 2 ID:Kt6ZK5hWP?6Kgj 1 h7638SVyDyJ I-pIYJfUJa3PJSsM_ZHstEvwiYVEmn1 ULJNsIVUgy4P9f NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 Ib down and 137 Ib up at 27-0-12, 163 Ib down and 146 Ib up at 28-11-4, 181 Ib down and 144 Ib up at 30-11-4, and 198 Ib down and 139 Ib up at 32-11-4, and 83 Ib down and 85 Ib up at 35-0-6 on top chord, and 77 Ib down and 33 Ib up at 27-0-12, 60 Ib down at 28-11-4, 60 Ib down at 30-11-4, 60 Ib down at 32-11-4, 59 Ib down at 34-11-4, and 258 Ib down and 76 Ib up at 36-11-4, and 37 Ib down and 8 Ib up at 38-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. .. LOAD CASE(S) Standard ' 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 , Uniform Loads (pin Vert: A -E=-70, E -G=-70, G -K=-70, K -M=-70, V -Y=-20, R -U=-20, Q -AB= -20 Concentrated Loads (lb) Vert: 1=-102 P= -77(F) AH= -108 AJ= -126 AL= -145 AO= -37(F) AP= -37(F) AQ= -38(F) AR= -37(F) AS= -258(F) AT=1(F) 4 - Job (Truss Truss Type - Qty Ply Restoration ' 1 849351014 1512-073 BO1 CALIFORNIA GIRDER 1 2 Job Reference oPeppier tional _ y AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1611.7473 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©■■■yyy 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 antllor chord members only. Additional temporary and permanent bracing SAT@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 ANSIrrPl1 Quality Criteria, OSB -89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Job (Truss Truss Type Qty I CSI. I j DEFL. in (loc) I/deb L/d PLATES GRIP (Roof Snow=20.0) F'y 849351015 1512-073 1B02 CALIFORNIA 11 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.40 1 Vert(TL) Job Reference {o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:30 2016 Page 1 ID:Kl6ZK5hWP?6Kgj 1 h7638SVyDyJ I-18g34ALgbl aA5g8xOHvi_Lno01 QYVJ?cgAncYZy4P9d F 2-2-12_ 6-2-12 9-5-8 X6-0 19=9-2 1 23-6-8 I 26-9-4 I 33-0-5 335, 15 38-0-10 4 0 2-2-12 ' 4-0-0 3-2-12 5D-8 5-3.2 3-9-6 3-2-12 6-3-1 0-510 4-6-11 4-11-G Scale = 1:75.4 5x6 = a nn F7 AE AF W V U 3x8 = 2x4 II P O N M 3x5 = 2x4 11 3x8 = 2.4 II 2x4 II 04 = 4x10 = 3x4 = 3x5 = LOADING (psi) TCLL 20.0 SPACING- 2-0-0 I CSI. I j DEFL. in (loc) I/deb L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.� 62 � Vert(LL) -0.04 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.40 1 Vert(TL) -0.12 M -N >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.55 Horz(TL) 0.03 0 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): F -I. D-U,G-P: 2X4 OF Slud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) V=1431/0-5-8, 0=1862/0-5-8, M=677/0-5-8 Max Horz V=-97(LC 11) Max Uplift V=-166(LC 50), 0=-349(LC 7), M=-209(LC 7) Max Grav V=1577(LC 16), 0=2073(LC 30). M=966(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-145/711, C -D=-504/57, D -E=-713/114. E -F=-727/96, H-1=436/251, I -J=557/254. J -K=-47/265 BOT CHORD D -T=-609/120, S -T=-34/467, R -S=0/772, Q -R=0/767. G -Q=-259/101, N -O=-629/125, M -N=-159/581 WEBS B -V=-470/147, C -V=-11341161, T -V=-653/169, C -T=-71/1129, D -S=-36/278, F -S=-284/114, F -Q=-1056/78, O -Q=-652/134. H -Q=-95/818, H -O=-1754/316, H -N=-218/1126, 1-N=-342/113, J -M=-940/198 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 lb uplift at joint(s) except (jt=1b) V=166, 0=349, M=209. 9) Graphical purtin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 66 Ib up at 27-0-12, 92 Ib down and 66 Ib up at 28-11-4, and 94 Ib down and 63 Ib up at 30-11-4, and 99 lb down and 85 Ib up at 33-0-6 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard AWARNING - Verify design Parametors and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is far 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 info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrimlion, storage, delivery, erection and bracing of trusses and truss systems. see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Citrus Heights CA 95810 Job Truss ussType Qiy Plion [CA � 849351015 1512-073 602 LIFORNIA 1 Job Reference (o tional _�) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:30 2016 Page 2 ID: K(6ZK5h WP?6Kgj 1 h7638SVyDyJI-18g34ALgbl aA5g8xOHvi_Lno01 QYVJ?cciAncYZy4P9d LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: A -E=-70, E -F=-70, F-1=-70, I -L=-70, U -X=-20, Q -T=-20, P -AA= -20 Concentrated Loads (lb) Vert: H=-2 AH= -37 Al= -41 AJ= -20 WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 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 ANSIrrPit Quality Criteria, DSB-89 and BCSI Building Component Safety Information available front Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane Suite 109 Citrus Heinhis. CA 95i Job Truss Truss Type Qty Ply Peppier Restoration 849351016 1512-073 B03 CALIFORNIA 1 1 Vert(LL) -0.11 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 Job Reference (op ionaq_._____ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:33 2016 Page 1 ID:Kl6,K5hVVP?6Kgjth7638SVyDyJI-9iMCiCNjtyyly7sW3PTPczPKYFPFicX2W8?G9uy4P9a 2 I 8.2-12 9-5-8 } ib -6-0 17.9-2 23-68 289-4 31-0.5 31 :15 36-3-3 40-e-4 63_0-0 2-2-12 4-2-12 5-0.8 3.3-2 5.9-6 3.2.12 6.3.1 0- -10 4-9-4 4.6-1 2.2.12 Scale = 1:75.4 5x6 = 5 nn F17 ADE 5x6 = 3.4 11 4.5 = 6.8 = V U T 3x4 = P O N M _ 3x5 2x4 II 3x8 2x4 II 2x4 II 3x8 = 3x4 = 3x4 = 3x5 = — 43-0.0 4 0 2-242 4-0-0 3-2-72 63 -to 3-2-12 46-11 63.5 n-`-20 2 2-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.11 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.33 M -N >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.03 M n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH Weight: 226 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&BIT G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 DF No. t&BIT G *Except* 2-'0-0 oc puriins (6-0-0 max.): F -I. D-T,G-P: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) U=140510-5-8, 0=1931/0-5-8, M=619/0-5-8 Max Horz U=-97(LC 55) Max Uplift U=-159(LC 50). 0=-352(LC 7), M=-175(LC 7) Max Grav U=1560(LC 16), 0=2158(LC 30), M=953(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-145/711, C -D=-467/46, D -E=-5841129. E -F=-800/132, H -I=-16/694, I -J=-2601231 BOT CHORD D -S=-531/150, R -S=0/493, Q -R=0/687, G -Q=-550/141, M -N=111/554 WEBS B -U=-471/148, C -U=-1163/155, S -U=-6091186. C -S=-64/1122, E -S=-262/55, E -R=-48/470, F -Q=-925/43, O -Q=-7471183, H -Q=-85/1045. H -O=-1222/167, I -O=-10571206, I -N=-99/406, J -N= -514/166,J -M=-652/148, K -M=-3821139 NOTES-' (11) 1) Wind: ASCE 7.10; Vult=l lomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 1-0-0 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) U=159, 0=352, M=175. 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 Ib down and 67 Ib up at 27-0-12, and 101 Ib down and 64 Ib up at 28-11-4, and 64 Ib down and 38 Ib up at 31-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 r% yrrj..` Xv f � 77 r December 29,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 row. 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 f a truss system. Barone 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 ANSIfTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts CA 95810 t �� (-p --)---- -- Systems Plus Lumber Co, Anderson. -CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:33 2016 Page 2 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-9iMCiCNjtyyly7sW3PTPczPKYFPFicX2W87G9uy4P9a LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -E=-70, E -F=-70, F-1=-70, I -L=-70, T -W=-20, Q -S=-20, P -Z=-20 Concentrated Loads (lb) Vert: H=-37 AH= -47 • R• Job Truss Truss Type Qty Ply Peppier Restoration • r. 1512-073 - 803 CALIFORNIA• 849351016 I Job Reference o tional ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1•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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor Utord members only. Additional temporary and permanent bracing � is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the piT@k' fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OSB -69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cilrus Ho his CA 95610 } r. ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1•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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor Utord members only. Additional temporary and permanent bracing � is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the piT@k' fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OSB -69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cilrus Ho his CA 95610 } ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1•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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor Utord members only. Additional temporary and permanent bracing � is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the piT@k' fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OSB -69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cilrus Ho his CA 95610 Job Truss Truss Type Qty in (loc) Ildefl L/d Peppler Restoration TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 I TC 0.43 ]Ply -0.03 S >999 240 849351017 1512-073 1804 CALIFORNIA 1 1 -0.09 R -S >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.90 Job Reference L tionaf Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek industries, Inc. wed uec za 14:W::te ZU10 rage 7 ID:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-55Ty7tPzPZC SCROvBgVthOUhe2AxAUnL_SUMEmy4P9Y 20-5-15 j2212 _6x21' 1_0:s_@ 1 A t^. 1;]l_ili-9-tt Z'a�. 26M4 ) 353_3 40 -4 X39_0 2-2-12 4-0-0 4-0.0 —f 3-2.122 I 4-0-9 -10 4-5.0 5.1.13 1 3-2n2 t 2 y1s 0.5-:0 5.9-4--� 5-6-1 2.2-12� Scale = 1:75.4 5x6 %- 3x8 2x4 II 5x8 = 5x6 X W V 3x8 = 2x4 II Q P 0 N M 3x5 — 2x4 II 3x8 = 2x4 II 2x4 II 4x5 = 5x8 = 4x4 2x4 II 3x5 = 43-0-0 2-2.12 ' 4-M 3-2.12 4-0-9 4-10-10 5-1-13 3.2-12 2-6-11 5.9.4 54.1 LOADING (psi) SPACING- 2_0_0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 I TC 0.43 Vert(LL) -0.03 S >999 240 MT20 2201195 TCOL 15.0 Lumber DOL 1.15 I BC 0.26 Vert(TL) -0.09 R -S >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.03 P n/a n/a BCDL10.0 Code IBC2012frPI2007 Matrix -MSH ; Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No.t&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): E -I. D-V,G-O: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G *Except* H -P: 2X4 DF No.t&Btr G REACTIONS. (Ib/size) W=1425/0 -5 -8,P=2146/0 -5-8,M=697/0-5-8 Max Horz W=91 (LC 51) Max Uplift W=-202(LC 6), P=415(LC 7), M=-182(LC 7) Max Grav W=1824(LC 28), P=2422(LC 27), M=1053(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-30/285, B -C=-146/1020, C -D=-489/68, D -E=-807/111, E -F=-723/114, H -I=-80/308, I -J= -205/349.J -K=-888/180 BOT CHORD D -U=-695/129, T -U=-9/451, S -T=0/839, R -S=01839, G -R=-4491117, O -P=-5451146, N -O=-1041721 WEBS B -W=-685/143, C -W=-12321153, U -W=-909/166, C -U=-5611062, D -T=-62/343, F -R=-956196, P -R=-571/158, H -R=-99/1148, H -P=-2141/377, H-0=-230/1216,1-0=-646/111, J-0=477/174, K -N=-1091746, K -M=-9511199 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Bat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 Qt=1b) W=202, P=415, M=182. 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 Ib down and 63 Ib up at 27-0-12, and 431 Ib down and 175 Ib up at 29-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard . r^� December 29,2016 ® 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 ofdesign parameters and property incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord inembers 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 ANSIRPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job fuss us y ty Qty-3---804 Ply Peppier Restoration R4935I017 1512-073 1804 CALIFORNIA' 1 1 � Job Reference (o lienal Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:35 2016 Page 2 ID:Kt6ZK5h WP?6Kd 1 h7638SVyDyJI-55Ty7tPzPZCSCROvBgVth0Uhe2AxAUnL_SUMEmy4P9Y LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, E-1=-70, I -L=-70, V -Y=-20, R -U=-20, Q -AB= -20 Concentrated Loads (lb) Vert: H=-46 AH= -352 Job fuss us Truss Type ty Qty-3---804 Ply Peppier Restoration R4935I017 1512-073 1804 CALIFORNIA' 1 1 � Job Reference (o lienal N ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7073 rev.. IM312015 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 [fuss web and/or chord members only. Additional temporary and permanent bracing iViiTe k• is always required for stability and to pvent 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 ANSlfrPlt Quality Criteria, DSB-a9 and BCSI Building Component . .7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite tog Cltfus Heights. CA 95i Job ITruss Truss Type Qty Ply Peppier Restoration in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 849351018 1512-073 805 CALIFORNIA 0.18 Q -R >999 240 MT20 220/195 TCLL 1 15.5.0 I 1.15 �l Vert(TL) Job Reference (optional _ — Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:37 2016 Page 1 ID: Kt6ZK5h WP?6Kgj 1 h7638SVVDyJI-2UbiYZQDxASARkAIIFXLmpay5smSeO5eRlzTlfy4P9 W �2-2.12 , 6-2-12 9-5-8 15-4-9 15 11:-14 19-3-15 23-6-8 27-1-13 27,7.-7 34-1-6 43-•0 `2-2-12 40.0 3-2-12 511-1 0- 1 3-4-11 r a-2�— 3-7-5 0.570 6-575 B-10-10 i Scale = 1:75.4 5x6 3x4 = 2x4 11 6x8 = 4x8 = 3x5 = 2x4 11 3x8 = 2x4 II 2x4 II 4x10 = 5x8 = 3x4 II 3x5 = LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.76 Vert(LL) 0.18 Q -R >999 240 MT20 220/195 TCLL 1 15.5.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.60 Q -R >696 180 BOLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.16 M n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 231 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G *Except* 2-0-0 oc pudins (3-6-1 max.): E-1. D-T,H-P: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G *Except* C-S,O-Q,K-N: 2X4 DF No.2 G REACTIONS. (lb/size) U=2334/0-5-8, M=194910-5-8 Max Horz U=111(LC 14) Max Uplift U=-293(LC 6), M=-223(LC 11) Max Grav U=2806(LC 28), M=2327(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-401328, B -C=-1511931, C -D=-1596/199, D -E=-2469/307, E -G=-2228/309, G -H=-31461434, H -I=-3133/434, I -J=-29191389. J -K=-3408/337 BOT CHORD A -V=-269145. U -V=-269/45, D -S=-11791182, R -S=-13111486, Q -R=241/2861, H -Q=-5021118, N -O=-221/3021, M -N= -17/266,L -M=-171266 WEBS B -U=-546/150, C -U=-2254/225, S -U=-8661173, C -S=-16012410, D -R=-99/862, E -R=-19/616, G -R=-10761178, G -Q=-84/602, O -Q= -182/2608,1-Q=-87/1080,1-0=-509/108, J -0= -510/203,J -N=-283/121, K -N=-249/2784, K -M=-22031305 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25fl; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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=lb) U=293, M=223. 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 28 Ib up at 15-4-9, and 46 Ib down and 29 Ib up at 27-0-12, and 431 Ib down and 175 Ib up at 27-1-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. a December 29,2016 WARNING - Varffy des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 row. 1OV3201 S 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 �• i a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Pu design. Bracing indicated is to prevent buckling or 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 properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Muss Truss Type Qty Ply Peppler Restoration R49351018 1512-073 1805 CALIFORNIA 1 1 1 Job Reference {o tional bystems Plus Lumber Co, Anderson, GA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, E -F=-70, E-1=-70, I -L=-70, T -W=-20, Q -S=-20; P -Z=-20 Concentrated Loads (Ib) Vert: AH= -374(F=-22) 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:37 2016 Page 2 I D: Kt6ZK5h WP?6Kgj t h7638SVyDyJI-2UbiYZQDxASARkAI IFXLmpay5sm SeO5eRIzTlfy4P8 W Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 row. 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 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 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 ANSIfTP11 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane Job iTruss Truss Type Qty Ply Peppier Restoration TCLL 20.0 R49351019 1512-073 I B06 ICalifornia CSI. 1 1 GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.82 I Job Reference(0 3(_tlonal)_ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:40 2016 Page 1 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-S3HrAbT6E5gllCvs N520SCSL3p6rlg47jC7vy4P9T 2-2-12 6-2-12 9-5-8 73-41 14 0.32 18-4-11 23,6-8 24-214 27.0-0 33.10-10 40.9.4 43-D-0 2-2-12 4-0-0 3 4-0-9 0 -t'I 4-3-15 I 5-1-13 0'-8-6 2-9-2 &10.10 6-1410 i 2-2� Scale = 1:75.4 5.8 \\ 2x4 II 5x6 = 6x8 = Y X W 3x6 = 4x10 = Q P O N M 3x5 — — 2x4 II 3x8 = 2x4 II 3x4 II 4x10 4x10 = 2x4 II 3x5 = 2x4 II 43-0-0 22 2a 2-2-12 4-0-0 3-2-12 4.0-9 4-1410 5-1-13 0.86 2-9-2 B-10.10 6-1410 4. 2 2.40 LOADING (psf) TCLL 20.0 SPACING -PLATES 2-0-0 CSI. DEFL. n (loc) I/deft L!d GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.82 I Vert(LL) -0.17 S -T >999 240 MT20 220/195 TCOL 15.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.53 S -T >777 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 j Horz( L) 0.18 M n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH I Weight: 234 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No.1 &Btr G 'Except' 2-0-0 oc purlins (2-10-9 max.): E -H. D-W,Q-S: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 'Except' 6-0-0 oc bracing: A-Y,X-Y,W-X. C-V,K-N,I-R: 2X4 DF No.2 G, H -P: 2X4 DF No.1&Btr G REACTIONS. (Ib/size) X=2456/0-5-8, M=1795/0-5-8 Max Horz X=118(LC 10) Max Uplift X=-318(LC 10), M=-177(LC 11) Max Grav X=2771 (LC 31), M=1838(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-45/422, B -C=-150/1065, C -D=-1692/253, D -E=-2542/356, E -G=-3164/412, G -H=-3164/412, H -I= -3331/401.1 -J= -2290/264,)-K=-2733/248 BOT CHORD A -Y=-335/54. X -Y=-335/54, D -V=-1149/181, U -V=-232/1557, T -U=-268/2366, S -T=-255/3127, R -S=-207/2988, N -O=-128/2447 WEBS B -X=-586/145, C -X=-21731328, V -X=971/163, C -V=-272/2251, O -U=-1291968, E -U=-535/132, E -T=-159/1108, G -T=-676/154, H -T= -316/114,1 -0= -450/88,J -O=-550/178, K -N= -116/2352,K -M=-16851264, O -R= -67/1930,1 -R= -301/2584,H -R=-1633/298 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 lb uplift at joint(s) except Qt=1b) X=318, M=177. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 431 Ib down and 169 Ib up at 13-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard J1• r, December 29,2016 ® WARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 WOW ®k• building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse wdh possible personal injury and properly damage. For general guidance regarding the IYIiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Suite 109 Citms He' hts CA 95610 — -- Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:40 2016 Page 2 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-S3HrAbT6E5gllCvs N520SCSL3p6rlg47jC7vy4P9T LOAD CASE(S) Standard ; 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-70, E-F=-70, E-H=-70, H-1=-70, I-L=-70, W-Z=-20, S-V=-20, Q-AC=-20 Concentrated Loads (lb) Vert: E=352 • 1 r WARNING - Verffy design parametom and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10167473 rev. 10/03/201S BEFORE USE. =• Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ©iy a tress 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 � is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiT@k• fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPit Quality Criteria, DSB-89 and SCSI Building Component .I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus He' his CA 95810 Job 'Truss Truss Type - Qty Ply Peppier Restoration 849351019 1512-073 '13106 California 1 1 _ i Job Reference o tional Job Truss Type Qty Ply Peppier Restoration TTruss GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 849351020 1512-073 1807 Cal'fomia 1 1 TCDL � _ Lumber DOL 1.15 BC 0.58 I Vert(TL) Job Reference {o tpiona� systems PIUs Lumoer Co, Anderson, CA 8.010 s Apr 20 2016 MITek Industries, Inc. Wed Dec ZB 14:bU:42 ZU1 b Page 1 ID: Kt6ZK5hVVP76Kgj t h7638SVyDyJ I-ORObbHUMmj4TYVV2F5o7 WitHoNtUaJdSNb1 hE_sy4P9R 12atz 1�:2Zt2—t�__&�t2 kt5:.8��119�1 te_e�_� 22-2-ta 03_G_- , 7.�9 � 11-10_1.0 aa5-a ,239.0 2-2-12 4-0-0 3-2.12 2.0-9 0-6.11 a.8-2 5.6A 1-3.10' 3-5.8 310-10 6.70.70 2.2-72 Scale = 1:75.4 rarr-s�� 6x6 11 2x4 II J AK Y X WBX8 = 5x10 = 2x4 110 P O N 3x5 = 2x4 II 3x8 = 2x4 II 3x5 = 2x4 II 4x12 = 5x6 = 2x4 11 3x5 = 8x12 = 43-0.0 2-2- 224-4&94 414-0 2-2.12 4-06 3-2-t2 26-9 5.2-14 56-0 "1-3-10 3-5-0 6-10.10 31310 C-1`12 266 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.17 S -T >999 240 MT20 2201195 TCDL 15. 15.0 Lumber DOL 1.15 BC 0.58 I Vert(TL) -0.57 S -T >724 180 BCLL 0.0 Rep Stress Incr YES .97 WB 0.97 Horz(TL) 0.19 N n/a n!a BCDL 10.0 Code IBC2012frPI2007 Mat Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No.t&Btr G *Except' 2-0-0 oc purlins (3-2-12 max.): E -H. D-W,I-O: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 6-0-0 oc bracing: A-Y,X-Y,W-X. REACTIONS. (Ib/size) X=2182/0-5-8. N=1716/0-5-8 Max Horz X=118(LC 10) Max Uplift X=-272(LC 10), N=-152(LC 11) Max Grav X=2497(LC 31), N=1754(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-46/438, B -C=-148/1065, C -D=-1407/195, D -E=-18891251, E -G=-3135/373, G -H= -3135/373,H -I= -3150/345,1 -J= -3127/385,J -K= -2101/233,K -L=-2570/201 BOT CHORD A -Y=-351!55. X -Y=-351/55, D -V=-1003/134, U -V=-171/1280, T -U=-196/1811, S -T=-300/3419, R -S= -29813424,1-R=-280/68, O -P=-86/2297 WEBS B -X=-567/134, C -X=-1909/287, V -X=-9591151, C -V=-208/1893, D -U=-981845, E -U= -699/128,E -T=-155/1641. G -T= -663/153,H -T= -713/82,H -R=-1569/171, P -R= -82/1758,J -R=-287/2200, K -P=-5771171, L -0= -89/2191,L -N=-1599/241 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) X=272, N=152. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or.other connection device(s) shall be provided sufficient to support concentrated load(s) 64 Ib down and 32 Ib up at 11-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 verify the applicability of design parameters and property incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing �y�iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply Peppier Restoration 1249351020 1512-073 807 California 1 1 _.—___.__.._.—.--.._....__� __..___—_—._..__ - • Job Reference (o tiona —---1-- - -- — 9- Systems Plus Lumber Co, Anderson, CA r 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:42 2016 Page 2 I D: Kt6ZK5hWP?6Kgj1 h7638SVyDyJ I-ORObbHUMmj4TYW2F5o7 WitHoNtUaJdSNbl hE_sy4P9R LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A-E=-70, E-F=-70, E-H=-70, H-J=-70, J-M=-70, W-Z=-20, R-V=-20. O-AC=-20 1 I AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1010712015 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 buss 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. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI7 Quality Criteria, OSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane f - Job Truss Truss Type Qty Ply Peppier Restoration Rep Stress Incr YES Code IBC2012/TPI2007 Vert(TL) -0.67 Q -R >618 180 849351021 1512-073 808 California 1 1 _ - BRACING - Job Reference {o tional Systems FIUS Lumber GO, Anderson. GA 6.010 s Apr 20 2016 M1 Tek Industries, Inc. VVed UBC Z8 14:50:44 2U1b rage l ID: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-Lq WMOyWcIKKBnpCeDD9_YIM8kg9hnXjg2LAL2ly4P9P 2-2-12 6-2-12 9 -SE 10r042 14.8-14 20.2-14 23-6-8 27.0-0 3310-10 40-94 43-0-0 ' 2-2.12 4-0-0 337- 48-2 -5.6-0 3.3.10 3-5-8 6-10-10 6-10.10 2 Scale = 1:75.4 6x6 = w V U 2x4 It 3x8 = P p N M 3x5 = 2x4 II 3x8 = 2x4 II 2x4 II 412 = 5x6 = 2x4 11 3x5 = 8x14 = 2-2-12 ' 4.0-0 13-2-12 5-3-6 ' 5.6-0 3-3-10 ' 315-6 6.10.10 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 LUMBER - TOP CHORD 2X4 OF No. 1&Bir G'Except' D -G: 2X6 DF SS G BOT CHORD 2X4 OF No. 1&Btr G *Except* D-U,H-P: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) V=2258/0 -5-8,M=1725/0-5-8 Max Horz V=118(LC 10) Max Uplift V=-290(LC 10), M=-163(LC 11) Max Grav V=2576(LC 31), M=1768(LC 37) 43-0-0 e-10-10 Ib CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.80 1 Vert(LL) -0.20 R >999 240 MT20 220/195 BC 0.60 Vert(TL) -0.67 Q -R >618 180 WB 0.99 Horz(TL) 0.23 M n/a n/a Matrix -MSH ( Weight: 234 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-8 max.): D -G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: A-W,V-W,U-V. WEBS 1 Row at midpt F -T FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-52/497, B -C=151/1091, C -D=-1416/200, D -F=-1328/213, F -G=-4227/463, G -H=-3222/341, H -I= -3173/395,1 -J= -2130/236.J -K=-2592/222 BOT CHORD A -W=-409160, V -W=-409/60. S -T=-397/3544, R -S=-397/3544, Q-13=424/4205, H -Q=-382/11 1, N -O=-104/2317 WEBS 8-V=-535/139, C -V=-2044/301, T -V=-950/164. C -T=-224/1991, F -T=-2503/248, F -R=-118/1257, G -R=-457/113, G -Q=-1883/231, O -Q=-81/1794, I -Q=-298/2173, 1-0=-259/93, J -O=-570/175, K -N=-95/2234, K -M=-1618/251 NOTES- (11) 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.OpsF h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 Qt=1b) V=290, M=163. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the tap and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 to down and 73 Ib up at 9-3-12, and 94 Ib down and 63 Ib up at 12-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 0 h 3".i� December 29,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. �j Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. file 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 or 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 -- . ---- — --------_-=-- - -- --- - - -". ........... --.......------.................. (Job T ur ss Truss Type Qty Ply Peppier Restoration I( R49351021 1512-073 B08 California 1 1 _ Job Reference_�o�tlonal Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:45 2016 Page 2 ID:Kt6ZK5hWP76Kgjlh7638SVyDyJI-pO4kDIXF3eS2PzngmxhD5VvJU4UwW_zpH?vuaBy4P90 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, D -G=-70, G -I=-70, I -L=-70, U -X=-20, Q -T=-20, P -AA= -20 Concentrated Loads (lb) Vert: D=-20 AG= -41 / WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing " 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 Iross systems, see ANSIITPit Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane " Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cilms He his CA 95610 Job i :Truss I Truss Type Qty Ply Peppler Restoration TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.51 I Vert(LL) 849351022 1512-073 B09 California 1 1 Vert(TL) I _.-_ 0.0 ' Rep Stress Incr YES Job Reference (optional) aysiems Pkts Lumber co, Anderson, GA 8.010 s Apr 20 2015 Mi fek Industries, Inc. Wed UBC 28 14:bU:4/ 2U1b Page 1 ID:Kl6ZK5hWP76Kgj1h7638SVyDyJI-IPCUe_YVaFjleHxDuLjhAw_kVu9Q uV6kJOW4y4P9M 9-5-8 18-2.14 23-G8 27-0.0 31-7-10 36-3-4 43-0.0 2-2.12 5-3-5 0. -11 4-4.11 4-4-11 5.3-10 3-5.8 4.7.10 4-7-10 0.8-12 1-4.12 Scale = 1:75.6 i i 5.00 12 5x8 �\ 3x4 !! �i 5x6 % D E F i _ o: C 3x4'I i AFAD AG o L-. 8x14 = W V U T 3x5 = 2x4 I I 6x8 = 2x4 i I 4x5 = 7x8 = AK J 3x5 II AL 4x5 I ; K 5x8 = AJ 4x8 AM 2x4 11 R 3x8 = Q W 8x12 = AN AO P O 2x4 I I 4x8 = N 3x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. j DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.51 I Vert(LL) -0.22 R >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.66 Vert(TL) I -0.83 R -S >434 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.24 N n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH i Weight: 218 Ib FT = 20°h LUMBER- BRACING - TOP CHORD 2X4 OF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G *Except* 2-0-0 oc pur ins (2-11-2 max.): D -H. F-T,I-P: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G WEBS 1 Row at midpt H -Q, K -N REACTIONS. (Ib/size) N=198410 -5-8.V=1969/0-5-8 Max Herz V=118(LC 10) Max Uplift N=-194(LC 11). V=-301(LC 6) Max Grav N=2046(LC 37), V=2344(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-73/582, B -C=-14811100, C -D=-1991312, D -F=-1423/230. F -G=-1510/234, G -H=-4147/530, H -1= -2379/300.1 -J= -2348/369,)-K=-1252/203, K -L=-142/820, L -M=-216/831 BOT CHORD A -W=-493180, V -W=-493/80. U -V=-934/153, F -S=-411/123, R -S=-514/3347, Q -R=-517/4114, I -Q=-557/160, N -O=-58/733, M -N=-688/225 WEBS D -U=-1430/185, S -U=-288/263, D -S=-26411905, G -S=-2078/314, G -R=-9311522, H -R=-475/145, H -Q=-2455/315, O -Q=-32/1075, J -Q=-312/1919, J -O=-554/107, K-0=01555, K -N= -1989/159,L -N= -426/182,C -V= -2053/296,8 -V= -494/143,C -U=-168/1460 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 Qt=lb) N=194, V=301. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 79 Ib up at 7-7-13, and 86 Ib down and 63 Ib up at 10-0-12, and 78 Ib down and 67 Ib up at 12-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard D r% December 29,2016 WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 r°v. 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 musk 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 ,y'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 ANSI7TPI1 Duality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hLs CA 95610 Job Truss Truss Type y Ofy Peppier Restoration -, 1Ply 849351022 1512-073 809 California 1 1 - I Job Reference {o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:47 2016 Page 2 ID:Kl6ZK5hWP?6Kgjlh7638SVyDyJI-IPCUe YVaFjleHxDuLjhAw kVu90_uV6kJ0?f4y4P9M LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -D=-70, D -E=-70, D -H=-70, H -J=-70, J -M=-70, T -X=-20, O -S=-20, P -AA= -20 Concentrated Loads (lb) Vert: AG= -33 AI= -22 µ � ' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 pmperty 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 dor 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Cltms Helmhts. CA 951 Type 1512-073 R49351023 - Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:49 2016 Page 1 I D:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-hnKF3gal6szTla5b?m19FL32hhrbSrTPCdt6jyy4P9K 2-2-12 5.6-1 6- - 2 9.5-8 12 111-1 16-2-14 '19-10.11 23-6-8 27.0.0 31-7-10 36-3-4 43-0.0 22 2 3.3-5 0- - 1 3-4.12 3-4-11 3 37-13 3-7-13 3-5-8 I 4-7.10 &8-12 6x8 = X W V U 4x10 = 3x4 = P O AM AN N Scale = 1:75.5 M I; fd I" 3x5 = 3x6 II 45 = 3x4 II 2x4 II 4x8 = 4x4 = 3x5 = 4x8 = 2-2-12 2-0-0 1 3.3-5 0- - 5 3-58 8.98 37.13 3-7-13 3-5-8 33.4 3 -12 88-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well L/d PLATES GRIP TCLL 20 '0 (Roof Snow -20.0 ) Plate Grip DOL 1.15 TC 0.53 i Vert(LL) -0.22 R -S >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.61 S >597 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.12 N n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 216 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins, except BOT CHORD 2X4 OF No.t&Btr G *Except* 2-0-0 oc purlins (3-4-2 max.): C -G. E-U,I-P: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 3-8-3 oc bracing. WEBS 2X4 OF Stud/Std G'Except* WEBS 1 Row at midpt K -N F-T,F-S: 2X4 OF No.2 G REACTIONS. (Ib/size) X=1318/0 -5 -8,N=1809/0 -5-8,V=3434/0-5-8 Max Horz X=112(LC 10) Max Uplift X=-1454(LC 30), N=-189(LC 7), V=-547(LC 10) Max Grav X=220(LC 10), N=1890(LC 17), V=3875(LC 31) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-66/504, B -C=42513117, C -E=-241/2279, E -F=-256/2266, F -G=-37221361, G -H= -2765/279,H -I= -19171211,1 -J= -1887/268,J -K= -1052/161,K -L=-142/814, L -M=-216/825 BOT CHORD A -X=-420171, W -X=-420/105, V -W=-2848/339, E -T=-343/122, S -T=-21911115, R -S=-370/3618, Q -R=-250/2514, I -Q=-381/115, N -O=-31/603, M -N=-682/225 WEBS B -X=-174/1465, B -W=-2486/390, C -W=-48/442, F -T=-3441/475. F -S=-217/2898, G -S=-885/154, G -R=-1194/126, H -R=-13/469, H -Q=-1013/153, O -Q=0/914, J-01=-211/1465, J-0=452/84, K-0=0/479, K -N= -1767/153.L -N=-427/181, C -V=-2522/402, T -V=-31721412, C -T=-20011320 NOTES- (12) 1) Wind: ASCE 7-10: Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.: Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) X=1454. N=189, V=547. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 80 lb up at 5-8-15, 75 Ib down and 63 Ib up at 8-0-12, and 66 Ib down and 67 Ib up at 10-0-12, and 59 Ib down and 67 Ib up at 12-0-12 on top u J: r: December 29,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 row. 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 verily the applicability of design parameters and property incorporate this design into the overall � A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A iTekr is ahvays required for stability and to prevent collapse wdh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bmdng of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 9 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473— 1010312015 BEFORE USE. Design valid for use only with MiTek0 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 is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sheol. Suite 312. Alexandria, VA 22314. Suite 109 Citrus HeInItts. CA 95 Job —?Truss Truss Type Ply Peppier Resto tion 1512-073 1810 ]Qty R49351023 California 1 1 J(L___ _ _(qpq� _ Job Reference nal). Systems Plus Lumber Co, Anderson, CA 8.11, 10 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:50 2016 Page 2 ID: Kt6ZK5hWP?6Kgjlh7638SVyDyJI-9-tdGObNtA5KVkfnZUGOoZcDR5BqBliYRHdfGOy4P9J 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co., LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -D=-70, C -G=-70, G -J=70, J -M=-70, U -Y=-20, Q -T=-20, P -AB= -20 Concentrated Loads (lb) Vert: AG=-22AH=-10 9 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473— 1010312015 BEFORE USE. Design valid for use only with MiTek0 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 is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sheol. Suite 312. Alexandria, VA 22314. Suite 109 Citrus HeInItts. CA 95 Job Truss Truss Type Qty Ply Peppier Restoration 4.31 4-31 4-7-10 4-7-10 0- -12 2-9-12 3&4 Plate Offsets (X Y)-- [C:0-5-0,0-1-81. IF:0-4-8.0-2-81fG:0-5-8 0-2-4) IQ:0-3-8 0-2-01 849351024 1512-073 f B11 California Girder 1 1 I DEFL. in (loc) I/defl L/d PLATES GRIP CLL (Roof Snow=20.0) Job Reference (✓optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:53 2016 Page 1 ID:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-aZZmvl dGA5TvMCOMEcgSPBEhyJDhOfP?7FrJsjy4P9G 4-0.12 f 2 p__12I� 3:5.�._�— 2.2-0_—{—.-14_Y0 L..'-0:;.3?4 �.-.�___I 31-7'_ �0 QF;j O3$ 82_I_��—_I Ob -1 I Scale = 1:74.1 5x6 = AN AAZ " Y HV X ran W v U T R Q P O 3x5 = 2x8 II 5x10 = 2x4 II 410 = 4x10 = 3x5 = 3x10 = 3x8 = 4x8 = 4x4 = 2x4 II 3x5 = 3x5 = 3x4 = 2.2-12 5112 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; 0 2-0.0 135 2-8-11 4-0•i 4-0-1 4�.1 0.2.12 4.31 4-31 4-7-10 4-7-10 0- -12 2-9-12 3&4 Plate Offsets (X Y)-- [C:0-5-0,0-1-81. IF:0-4-8.0-2-81fG:0-5-8 0-2-4) IQ:0-3-8 0-2-01 fW:0-3-8,0-2-01 3) Unbalanced snow loads have been considered for this design.ti? T(ps200 SPACING- 2.0.0 i CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP CLL (Roof Snow=20.0) Plate Grip DOL 1.15 i TC 0.76 I Vert(LL) -0.22 U -W >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.58 U -W >617 180 down and 53 Ib up at 6-0-12, 31 Ib down and 64 Ib up at 8-0-12, and 29 Ib down and 71 Ib up at 10-0-12, and 30 Ib down and 78 BCLL 0.0 Rep Stress Incr NO i WB 0.83 Horz(TL) I 0.06 P n/a n/a BCDL 10.0 Code IBC2012/TPI2007 I Matrix -MSH Weight: 215 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G 2-0-0 oc purlins (3-4-9 max.): C -G. WEBS 2X4 OF Stud/Std G 'Except` BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. F -W: 2X4 DF No.2 G WEBS 1 Row at midpt F -Y REACTIONS. (Ib/size) AA= -772/0-5-8, Y=2452/0-5-8, P=1871/0-5-8 Max Hoa AA= 118(LC 10) Max Uplift AA=-899(LC 54), Y=-712(LC 10), P=-198(LC 7) Max Grav AA=88(LC 10), Y=2781(LC 31), P=1935(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-53/422, B -C=16111573, C -E=-667/3452, E -F=-667/3452. F -G=-3526/539, G -H=-2849/343, H -I=-2043/257, I -J=-1268/192, J -K=-1206/204, K -L=-844/138, L -M=-1621805, M -N=-88/489 BOT CHORD A -AA= -350/60, Z -AA= -350/106, Y -Z=-15741146, X -Y=-225/501, W -X=-2251501, U -W= -579/3413,T -U=-33512580, R -T= -186/1803,Q -R= -38/744,P -Q=-700/200, O-P=409/98,N-0=-409/98 WEBS B -AA= -86/960, B -Z=-1433/170, C -Z=-67/776, C -Y=-2207/597, E -Y=-475/125, F -Y=-3904/885, F -W=-391/3472, G -W=-1083/153, G -U=-924/257, H -U=-29/394, H -T= -9681185,1 -T= -60/651,1 -R= -1108/197,J -R=-77/592, K -R=-28/480, K -Q=-749/116, L -Q= -106/1592,L -P=-1687/205, M -P=-344/121 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); CategoryII; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design.ti? 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide 51 !r , A, 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=lb) 1!; 6 "' AA=899, Y=712, P=198. 9) Graphical pur in representation does not depict the size or the orientation of the puriin along the top and/or bottomchord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 435 Ib up at 3-7-13, 21 Ib down and 53 Ib up at 6-0-12, 31 Ib down and 64 Ib up at 8-0-12, and 29 Ib down and 71 Ib up at 10-0-12, and 30 Ib down and 78 Ib up at 12-0-12 on top chord, and 2 ib down and 58 Ib up at 4-0-12, 58 Ib up at 8-0-12, and 61 Ib up at 10-0-12, and 67 Ib up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, 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 buss web and/or chord members only. Additional temporary and permanent bracing 'y'iTek• 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job ,Truss Truss Type Qty Ply Peppier Restoration 849351024 1512-073 ?611 CalifomiaGirder 1 1 Job Reference {o tD Tonal) California � Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:50:53 2016 Page 2 ID: Kt6ZK5hWP?6Kgj t h7638SVyDyJ I-aZZmv 1 dGA5TvMCOMEcg5PBEhyJDhOfP?7FrJsjy4P9G 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 _ Uniform Loads (pI0 Vert: A -C=-70, C -D=-70, C -G=-70, G -J=-70, J -N=-70, AB -AE= -20 Concentrated Loads (lb) Vert: C=207 X=35(B) AP=35(B) AQ=35(B) AR=35(B) r WARNING • Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with N Tek® 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 �A T building design. Bracing indicated is to prevent buckling of individual truss web and/or cliord members only. Additional temporary and permanent bracing MiTek' is always required [or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95� Jr2b Truss Truss Type (try Ply Peppier Restoration 1512-073 - lC01 California Girder Job Reference (optional _ R49351025 ays,ems VIUs Lumber Co. Anderson, CA 8.010 s Jul 7 2016 MTek Industries. Inc. Wed Dec 28 16:21:23 2016 Page 1 ID:Kt6ZK5h WP%Kgj 1 h7638SVyDyJi-yLCO-GQRmwD7C6gdxROfw6K7?Xp3cnZ00DJe8gy4M3w 24-5-15 _—SS_e T8t i- 1- 1 12-5-4 n -7.,o 22-,0-o z4.0.5 zs-94 32.0-0 F- 2.2--12 -. 3-2 {2 x.._._249 0- i�"--- 4.5-9 5:2 — ----f---- 5-2-6--t T2-5 & 3-5 -'-I' s-2.1- 1 0-&10 Scale = 1:56.0 4x5 '% 5.00 12 3x8 2x4 II 3x6 = 7x8 = g oEKI AB Ap,, E { AE AF FAG , AH AJ .C' AK rnI 4x10 - l \��- �`/� 4x6 s > - — -- - ---- -l� N J d AM O AN AO P AP AO AR O AS AT AU - -- jb a T AL S 412 =3x8 = 2x4 Ij 3x8 = 8x12- M LAV AW AX K 3x4 - 3x4 = 2x4 II 2x4 II 5x8 = 2x4 II 3x4 = 2.0-0 2-242 5.5-87�-1 12-5-4 17.7-10 I 22-140 24-5.15 : 29-9-4 30A0 32.0-0 1 20.0 0-2-12 3-212 2 9 4.71.3 & -7. 2-8 5-2.6 115 5-3.5 Q 2 2.0-0 Plate Offsets (X Y}_ fA:0-1-12 0-1-81, fH:O-32 0-1-121, fL:0-2-8,0-1-121 IN:0-8-8,0-4-121, fR:0-6-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 15. Plate Grip DOL 1.15 I TC 0.48 Vert(LL) 0.25 O -P >999 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 1 BC 0.70 Vert(TL) -0.72 O -P >460 180 BCLL 0.0 TCDL 15.0 Rep Stress Incr NO WS 0.86 Horz(TL) 0.30 K n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 306 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, except BOT CHORD 2X4 DF No.1&Btr G *Except* 2-0-0 oc purlins (4-8-15 max.): D -H. C-S.G-M: 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G `Except` B-R,H-N: 2X4 DF No.2 G REACTIONS. (lb/size) T=2308/0-5-8 (mill. 0-1-8), K=2287/0-5-8 (min. 0-1-8) Max Horz T=50(LC 10) Max Uplift T=-595(LC 10), K=-552(LC 11) Max Grav T=2574(LC 28), K=2551 (LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-129/584, B -C=-5295/1435, C -D=-4659/1283, D -AA= -4297/1208, AA -AB= -4299/1209, AB -AC= -4304/1210, AC -AD= -4305/1210, E -AD= -4310/1212, E -AE= -7364/2087, AE-AF=-7364/2087,F-AF=-7364/2087,F-AG=-7364/2087,AG-AH=-7364/2087, AH -AI= -7364/2087,A1 -AJ= -7364/2087, G -AJ= -7364/2087. G -AK= -6042/1609, H -AK= -604211609, 1-1-1=3484/883 BOT CHORD A -T=-497/130, T -AL= -65/261, S -AL= -65/261, C -R=-175/571, R -AM= -1370/5033, O -AM= -1363/5011. Q -AN= -1916/6910, AN -AO= -191616910, AO -AP= -191616910, P-AP=-1916/6910,P-AQ=-1916/6910,AQ-AR=-1916/6910, O -AR= -1916/6910, O -AS= -1599/6288, AS -AT= -1598/6291, AT -AU= -1596/6292, N -AU= -1595/6294, G -N=-9711387, M -AV= -80/259, L -AV= -80/259 WEBS B -T=-2273/594, R -T=-809/194, B -R=-1372/5291, C -Q=-817/251, D -Q=-356/1419, E -Q=-2905/872, E-0=-147/517, F -O=-787/365, G -O=-459/1204, L -N=-898/3911, H -N= -129114836,H -L= -28601749,1 -L= -783/3259,1-K=-2378/586 NOTES- (14) 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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. 11; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 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 1-0-0 wide v, r�Hi December 29,2016 Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 —.101031201S 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 N A ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 -- Citrus Heights CA 95610 Job ITruss (Truss Type Qty Ply peppier Restoration I � - 849351025 1512-073 �C01California Girder 1 I ; 2 Job Referen optional) Systems Plus Lumber Co, Anderson, CA 8'010a Jul 7 2016 MiTek Industries, Inc. Wed Dec 28 16:21:23 2016 Page 2 I D: Kt6ZK5hWP?6Kgj1 h7638SVyDyJ I-yLCO_GQRmwD7C6gdxROfw6K7?Xp3cnZ00DJe8gy4M3w 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 595 Ib uplift at joint T and 552 Ib uplift at joint K. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1: 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 85 Ib up at 7-11-10, 229 Ib down and 157 Ib up at 10-0-12, 211 Ib down and 165 Ib up at 12-0-12, 193 Ib down and 170 lb up at 14-0-12, 190 Ib down and 174 Ib up at 16-0-0, 193 Ib down and 170 Ib up at 17-11-4, 211 Ib down and 165 Ib up at 19-11-4, and 229 Ib down and 157 Ib up at 21-11-4. and 83 Ib down and 85 Ib up at 24-0-6 on top chord, and 27 Ib down and 8 Ib up at 4-0-12, 296 Ib down and 120 Ib up at 6-0-12, 14 lb down at 8-0-12, 14 Ib down at 10-0-12, 14 Ib down at 12-0-12, 14 Ib down at 14-0-12, 14 Ib down at 16-0-0, 14 lb down at 17-11-4, 14 Ib down at 19-114, 14 Ib down at 21-11-4, 59 Ib down at 23-11-4, and 258 Ib down and 76 Ib up at 25-11-4, and 27 Ib down and 8 Ib up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead - Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -H=-70, H -J=-70, S -U=-20, N -R=-20, M -X=-20 Concentrated Loads (lb) Vert: AB= -176 AD= -156 AE= -138 AF= -135 AG= -13B AH= -156 AJ= -176 AL=1(8) AM= -296(8) AN= -6(B) AO= -6(B) AP= -6(B) AQ= -6(B) AR= -6(B) AS= -6(B) SAT= -6(B) AU= -6(B) AV= -37(B) AW= -258(8) AX=1(B) v ® WARNING - Verffy design paramerors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. i �' 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 m 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Helahls. CA 951 Job ;Truss Truss Type Qty Ply Peppier Restoration i PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL R49351026 1512-073 iCO2 California 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.91 I Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:59 2016 Page 1 ID:Kt6ZK5hWP?6Kgj 1 h7638SVyDyJ I-Pjwl95hl mxD347sWbtxVfSUg8jBioNptVBle4Ny4P9A 23-10-0 —22-12_— 5- -5 2- 5—_ 2�5�3.____ —5-114.__._ 22-12 1 I 2.2-12 3-2-12 ~--4-P.9 tly-tb 8fi-5 � 8-0-s 0.9.1n I—V._ 5114 2-2-12 1-5-13 1-513 Scale = 1:56.0 6x8 = s nn rig 2x4 11 6x8 = 3x5 = 3x5 = 2x4 It 2x4 11 45 = 3x4 = 2x4 11 2x4 II LOADING (psf) SPACING- 2.0.0 CSI. I DEFL. in (loc) I/def! L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.22 N -O >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.91 I Vert(TL) -0.66 N -O >504 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(rL) 0.27 J n/a n/a BCDL 10,0 Code IBC2012/TPI2007 I Matrix -MSH I Weight: 159 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, BOT CHORD 2X4 OF No.1 &Btr G "Except' except C-R: 2X4 OF Stud/Std G 2-0-0 oc purlins (2-2-0 max.): D -F. WEBS 2X4 OF Stud/Std G 'Except` BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. B-Q,H-M: 2X4 OF No.2 G REACTIONS. (Ib/size) S=1561/0 -5-8,J=154510-5-8 Max Horz S=-66(LC 11) Max Uplift S=-248(LC 10), J=-246(LC 11) Max Grav S=1908(LC 28), J=1888(LC 28) FORCES. (!b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-82/565, B -C=-3537/547, C -D=-30281485, D -E=-3638/598, E -F=-36541602, F -G=-3162/513, G -H=3239/457 BOT CHORD A -S=-485/87. P -Q=-53613423, O -P=-396/2746, N-0=32512581, M -N=-32512581 WEBS B -S=-1621/270, Q -S=-717/111, B -Q=-526/3678, C -P=-6931177, D -O=-205/1125, E -O=-909/248, F -O=-214/1315, H -M=-318/2833, H -J=-1805/311, F -M=-110/627, K -M=0/317, G -M=418/181 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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 Qt=1b) S=248,J=246. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 Ib down and 89 Ib up at 9-11-10, 94 Ib down and 63 Ib up at 12-0-12, 92 Ib down and 66 Ib up at 14-0.12, 64 Ib down and 66 Ib up at 16-0-0, 92 Ib down and 66 Ib up at 17-11-4, and 94 Ib down and 63 Ib up at 19-11-4, and 110 Ib down and 89 Ib lip at 22-2-7 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Pius Lumber Co. LOAD CASE(S) Standard i z- .;) December 29,2016 Q WARNING - Ved design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rsw, 1010312015 BEFORE USE. Design valid for use only with MI7ek® 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 S A ■■■ iTek� building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing is ahveys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPit Quality Criteria, OSB -89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus He' his CA 95010 ' JJob iTrussTruss Type Qty Ply Peppier Restoration 849351026 11512-073 l CO2 California 1 1 _ I __.-..__ ______ Job Referenee..(o tional) ,Systems Plus Lumber Co; Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:50:59 2016 Page 2 ID: Kl6ZK5hWP?6Kgjl h7638SVyDyJ I-Pjw195hl mxD347sWbtxV(SU98jBIoNptVBle4Ny4P9A LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l 15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, F-1=-70, R -T=-20, N -Q=-20, L -W=-20 Concentrated Loads (lb) Vert: F=-30 E=-9 Z=30 AA=111 AB= -37 AD= -37 AE= -41 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 10/03/2015 BEFORE USE. ��• Design valid for use only with MTek9 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 AiTek• building design. Bracing indicated is to prevent buckling orindividual cuss 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 properly damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citms Heldhls, CA 95 (Job Truss Truss Type Qty Ply Pep pler Restoration TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No. I&Bit G *Except* 2-0-0 oc purlins (3-9-11 max.): D -F. 849351027 11512-073 iCO3 California �1 B-Q,I-L: 2X4 DF No.2 G 1 REACTIONS. (Ib/size) S=1598/0-5-8, K=1585/0-5-8 �j Max Uplift S=-229(LC 10), K=-227(LC 11) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:01 2016 Page 1 ID:Kl6ZK5hWP?6Kgj 1 h7638SVyDyJ I-L52namjHHYUmJR?vilzzktZl YXxmGE?AyUnl9Gy4P98 22--22.1 -10.0 264-10- 0 229.1-91•d4 32-PO.6 2 2 3-2-12 6.0.9 0-x'10 4 2-4-1 -0-0 I 2-2-12 Scale = 1:55.7 5x6 3x4 = 4x5 3x5 4x4 = 2x4 II 4x12 = 3x4 = 3x4 II 4x12 = 3x4 II LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCLL 15.0 BC0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012ITP12007 CSI. i DEFL. in (loc) I/defl L/d TC 0.85 Vert(LL) -0.19 P -Q >999 240 BC 0.66 Vert(TL) -0.58 O -P >568 180 WB 0.92 i Horz(TL) 0.29 K n/a n/a Matrix -MSH PLATES GRIP MT20 220/195 Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No. I&Bit G *Except* 2-0-0 oc purlins (3-9-11 max.): D -F. C-R: 2X4 DF No.2 G, G -M: 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G *Except* B-Q,I-L: 2X4 DF No.2 G REACTIONS. (Ib/size) S=1598/0-5-8, K=1585/0-5-8 Max Horz S=-77(LC 11) Max Uplift S=-229(LC 10), K=-227(LC 11) Max Grav S=2026(LC 28),K=2010(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-89/630, B -C=-38381509, C -D=-2990/386, D -E=-2655/388, E -F=-2633/369, F -G=-2900/386, G -H=-3282/421, H -I=-2076/263, I -J=-57/422 BOT CHORD A -S=-554/101, P -Q=-561/3903, O -P=-357/2967, N-0=-271/2965, K -L=-353/63, J -K=-353/63 WEBS B -S=-1694/245, Q -S=-850/117, B -Q=-509/4035, C -P=-1292/278, D -P=-11/603. E -P= -536/177,E -0= -536/174.F -O=-53/806, G -0=-507/136,1-K=-1906/244, H -L=-1161/177, L -N=-186/1737, H -N=-122/1141, I -L=-241/2329 NOTES- (11) 1) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Cl= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �y 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 1-0.0 wide'K will fit between the bottom chord and any other members. s 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 Qt=1b) P S=229, K=227. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) be shall provided sufficient to support concentrated load(s) 159 Ib down and 91 Ib up at 11-11-10, 101 Ib down and 64 Ib up at 14-0-12, 105 Ib down and 67 Ib up at 16-0-0, and 101 Ib down and 64 Ib up at 17-11-4, and 159 Ib down and 91 Ib up at 20-0-6 on top chard. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' ry LOAD CASE(S) Standard December 29,2016 WARNING - Verify 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 MTeM 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 iwiTek' i 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job- (Truss Type Qty Ply Restoration ' FTrus-s 849351027 11512-073 ( CO3 fornia :Peppler 1 1 eference (optional) Systems Plus Lumber Co, Anderson, CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -F=-70, F -J=-70, R -T=-20, N-0=-20, M -W=-20, Concentrated Loads (lb) Vert: E=-49 AA= -79 AB= -47 AE= -47 AF= -79 M 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:012016 Page 2 ID: Kt6ZK5h WP?6Kgj t h7638SVyDyJI-L52namjHHYUmJR?vilzzktZt YXxmGE?AyUn19Gy4P98 ® WARNING - Verffy 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 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 iVliTek� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the lboncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heiohls. CA 95 Job Truss Truss Type Qty Ply Peppier Restoration BRACING - grip DOL=1.33 TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD 849351028 1512-073 iC04 California 1 1 C-S,G-M: 2X4 OF Stud/Std G 2-0-0 oc puriins (3-9-12 max.): E -F. WEBS 2X4 OF Slud/Std G 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Job Reference L ttional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:03 2016 Page 1 ID: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-HUAX?SIXpAkUZk9Hgj?RpteTOLY5k94TQoGrD8y4P96 2-2.12 5-5-8 9.4-3 13-&1 131 11 11 18-0-5 18r5.15 22-10.0 28.3.10 29.9.4 I 32-0.0 I 2-2-12 3-2.12 3-10-11 d-1-14 6�• 0 4-0-10 0-5-40 4-4-1 3-5.10 3-5-10 2.2-12 Scale = 1:56.0 6x8 = 46 3x5 = 3x6 = 2x4 II 2x4 11: 412 = 3x4 II 3x4 = LOADING (psf) TCLL 20.0 (Roof Snow=20 0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. DEFL. in (loc) I/defl L/d TC 0.47 Vert(LL) -0.18 P >999 240 BC 0.98 i Vert(TL) -0.42 O -P >782 180 j WB 0.88 j Horz(TL) 0.27 K n/a n/a I Matrix -MSH PLATES GRIP MT20 220/195 Weight: 167 Ib FT = 20% LUMBER- BRACING - grip DOL=1.33 TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puffins, BOT CHORD 2X4 DF No.1&Btr G *Except* except C-S,G-M: 2X4 OF Stud/Std G 2-0-0 oc puriins (3-9-12 max.): E -F. WEBS 2X4 OF Slud/Std G 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1 B-R,i-L: 2X4 DF No.2 G REACTIONS. (ib/size) T=154710 -5-8,K=1538/0-5-8 T=199, K=198. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. { s t Max Horz T=-91 (LC 11) r 13-11-10, and 105 Ib down and 63 Ib up at 16-0-0, and 156 ib down and 88 Ib up at 18-0-6 on lop chord. The design/selection of Max Uplift T=-199(LC 10), K=-198(LC 11) such connection device(s) is the responsibility of others. Max Grav T=2055(LC 28), K=2043(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 251) (lb) or less except when shown. December 29,2016 TOP CHORD A -B=-62/527, B -C=-3957/448, C -D=-3324/364, D -E=-2728/322, E -F=-2413/301, F -G=-2706/300, G -H= -3578/359,H -I= -2264/237,1-J=-49/362 BOT CHORD A -T=-445/72, Q -R=-45913798, P -Q=-305/3021, O -P=-204/2450, N -O=-218/3294, G -N=0/449, K -L=-287153, J -K=287/53 WEBS B -T=-1774/236, R -T=-691/103, B -R=-42014019, C -Q=-809/160, D -P=-680/159, E -P=-37/476, F-0=01568, G -0= -1039/148,L -N=-144/1993, H -N=-83/1306, H -L=-1298/151, I -L= -19012390,1-K=-1941/227 NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3 o= 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide a will fit between the bottom chord and any other members. 1 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) T=199, K=198. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. { s t 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 Ib down and 88 Ib up at r 13-11-10, and 105 Ib down and 63 Ib up at 16-0-0, and 156 ib down and 88 Ib up at 18-0-6 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard December 29,2016 Y WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 property incorporate this design into the overall WOW ■■■ building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing 'y' OW is ahvays 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 ANSIrrPit Qualify Criteria, DSB89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hekjhts, CA 95810 — - Job 'Truss - Truss Type Qty Pty Peppier Restoration 849351028 1512-073 ;C04 >. California 1 1 tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:03 2016 Page 2 I D: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-HUAX?SIXpAkUZk9Hoj?RpleTOLY5k94TDoGrD8y4P96 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -E=-70, E -F=-70, F -J=-70, S -U=-20, N -R=-20, M -X=-20 Concentrated Loads (lb) Vert: AC= -77 AD= -52 AE= -77 „ S ' t WARNING • Vcrffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I MOW 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 ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Cilms He his CA 95 Job (TrussLR,,IsSpecial Type Qty Ply Peppier Restoration 1512-073 �C05 Girder 1 1 849351029 i CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Job Reference_(optional __.._ __ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:04 2016 Page 1 I D: Kl6ZK5h WP?6Kgj t h7638SVVDyJI-IgkwDol9aTsLAuk000WgM WBfrkwNTeBefSOPlby4P95 t -2 10-8-12 16.0.0 I I 2210 + 260 2395904 232-0.0Z-2 35 5-34 -5-022 2 Scale = 1:54.0 4x5 = T Zj M L K 3x4 3x4 = 2X4 II 2x4 II 4x12 = 2x4 II 3x4 = (psf)SPACING- 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87Inph; TCDL=6.Opsf; BC0L=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING CLL 20.0 2) TCLL: ASCE 7-10; Pf=20.0 psf (Sat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 2-0-0 i CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.40 I I Vert(LL) -0.11 Q >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.37 Q -R >897 .180 y BCLL 0.0 Rep Stress Incr NO I WB 0.76 I Horz(TL) 0.23 K n/a n/a BCDL 10.0 Code IBC2012/TPI2007 I Matrix -MSH Weight: 169 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 2X4 DF No.t&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: C-S,G-M: 2X4 DF Stud/Std G 6-0-0 oc bracing: A-T,K-L,J-K. WEBS 2X4 DF Stud/Std G *Except* B -R: 2X4 DF No.2 G REACTIONS. (Ib/size) T=1481/0-5-8, K=1470/0-5-8 Max Horz T=-108(LC 28) Max Uplift T=-160(LC 10), K=-159(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-68/412, B -C=-2870/359, C -D=-2348/250, D -E=-1734/192, E -F=-1698/209, F -G=-2087/214, G -H= -2612/251,H -I=-1646/181 BOT CHORD A -T=-359/79, Q -R=-40512810, P -Q=-205/2109, O -P=-6211883, N -O=-112/2399, G -N=0/366 WEBS B -T=-1253/200. R -T=-542/108. B -R=-347/2960, C -Q=-717/204, D-0=01301, D -P=-784/174, E -P=-521920, F -P=-671/136, F -O=-231354, G -O=-649/112, L -N=-96/1457, H -N=-38/956, H -L= -927/118,1 -L= -132/1730,1-K=-1376/187 NOTES- (10) 1) Wind: ASCE 7-10; VuIt= 11Omph (3 -second gust) Vasd=87Inph; TCDL=6.Opsf; BC0L=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Sat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 /hiss 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 1-0-0 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 100 Ib uplift at joint(s) except 61=1b) T=160. K=159. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 Ib down and 65 Ib up at 16-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. y 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). a 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard L u 1) Dead - Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 � C ` �� Uniform Loads (plf) ��z' ' 4 Vert: A -E=-70, E -J=-70, S -U=-20, N -R=-20, M -X=-20 December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIF7473 rev. 10lO312015 BEFORE 115E. 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 lhts design into the overall N A building design. Bracing indicated is to prevent buckling of individual buss 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Slreet, Suite 312, Alexandria, VA 22314. Suite 109 citrus Ha' his CA 95610 Jab !Truss Truss Type laty Ply Peppler Restoration R49351029 1512-073 'C05 Roof Special Girder 1 1 _..-- _ Job Reference (oetiona)l -Systems Plus Lumber Co, Anderson, CA , 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:04 2016 Page 2 ID:Kt6ZK5hWP?6Kgj1 h7638SVyDyJI-IgkwOol9aTsLAukUOQWgM WBfrkwNTeBcfSOPlby4P95 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: E=-71(13) I r 1 . d T- WARNING - Verffy J¢sfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII -7473 rev. 10/03/2015 BEFORE USE. j Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not I a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IMF � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• i is ahvays 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 ANSIrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log I Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply Peppler Restoration IC06 PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 849351030 (1512-073 Roof Special 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Job Reference {oetional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:05 2016 Page 1 ID:Kl6ZK5hWP?6Kgjlh7638SVyDyJI-DsHI08mnLn Co2Jgx72vvjkk281FC9gmt6lylly4P94 r 2-12 1 5-5-8 10-8-12 16-0.0 22-10-0 26-3-10 I 29.9-4 3_� 1-10-8 2-2-12 3-2-12 5-3-4 5-3-4 6-10-0 3-5-10 35-10 2-1-4 Scale = 1:53.2 4x6 = 3x4 = 3x4 = 2x4 11 2x4 II 4x10 = 3x4 Ii 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L!d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.15 M -N >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.53 M -N >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 158 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2X4 DF No.1&Btr G *Except* BOT CHORD Rigid wiling directly applied or 5-7-15 oc bracing. C-P,F-L: 2X4 DF Slud/Std G WEBS 2X4 DF Stud/Std G *Except* B -0,H -K: 2X4 DF No.2 G REACTIONS. (Ib/size) 1=-640/Mechanical, 0=1401/0-5-8, J=2108/0-5-8 Max Horz Q=109(LC 10) Max Uplift 1=-640(LC 1), Q=-144(LC 10), J=-201 (LC 11) Max Grav 1=52(LC 11), Q=1401(LC 1), J=2108(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-59/363, B -C=-2425/276, C -D=-2602/355, D -E=-1740/167, E -F=-2231/309, F -G=-2042/187, G -H=-1 115/117, H -I=-1 19/1461 BOT CHORD A -Q=-312/71, C -O=-296/132, N -O=-194/1900, M -N=-29/1351, F -M=-548/207. J -K=-1290/117, I -J=-1290/117 WEBS B -Q=-1214/181, O -Q=-429/119, B -O=-263/2502, D -O=-132/527, D -N=-597/216, E -N=-34/659, E -M=213/871. K -M=0/928, G -M=-34/988, G -K=-890/93, H -K=-161/2344, H -J=-1903/224 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat root snow); Category ll; Exp C; Partially Exp.; Ct= 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=640, Q=144, J=201. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473,., 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 imss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall A ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1y9iTek• 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 ANSIRPII Quality Criteria, OSB419 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hls C6, 95610 Job ,Truss Truss Type Qty Ply Peppler Restoration in (loc) I/dell L/d PLATES GRIP 00 (Roof Snow=20.0) Plate Grip DOL 1.15 849351031 1512-073 C07 Common 6 1 1.15 i -0.49 H-1 >674 180 BCLL 0.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:06 2016 Page 1 ID:Kt6ZK5hWP?6Kgj1 h7638SVyDyJI-h3rgdUnO6563QCusVrZ8RxGsbYgSxbbv6m WgTy4P93 B-3-14 16-0-0 _ 22-10-4 30-0-0 8-3.14 7-8-2 6-10-4 7-1-12 Scale = 1:49.9 44 = K _ G 4x4 = 3x6 = 3x4 = 3x4 = 3x8 = 3x4 = T(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell L/d PLATES GRIP 00 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.22 H-1 >999 240 I MT20 2201195 TCDL 15,0 Lumber DOL 1.15 BC 0.56 I Vert(TL) -0.49 H-1 >674 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 G n1a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 139 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Blr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. t&BIT G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G WEBS 1 Row at midpt C -K, E -G REACTIONS. (Ib/size) K=1449/0-5-8. G=1238/Mechanical Max Horz K=110(LC 14) Max Uplift K=-146(LC 10), G=-117(LC 11) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-266/30, C -D=-1787/195, D -E=-1826/214, E -F=-380/79, F -G=-332/98 BOT CHORD I -K=-226/1731, H -I=-4511286, G -H=-145/1757 WEBS C -I=-328/217, D -1= -61/520,D -H= -82/614,E -H= -374/221,C -K= -1804/204,8-K=-339/158, E -G=-1706/140 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. Il; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) K=146, G=117. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rov. 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 property incorporate this design into the overall 1► A building design. Bracing indicate0 is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing iVliTe k• is ahvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 1 fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and 13CSI Building Component 7777 Greenback I -ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite fog Citrus HeinhLs Type IQly IPly I Peppler Restoration 849351032 1512-073 I COB Common 1 1 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:06 2016 Page 1 ID:Kt6ZK5hWP?6Kgj 1 h7638SVyDyJ I-h3rgdUnQ6563OCusVrZ8RxGwKYglxbtv6m WgTy4P93 2-2-12 9-1-6 16.0-0 _ 22-10-10 29-94 31 -to -8 2-2-12 , 6-10-10 6-10.10 6-10-10 6-10-10 2-1-4� Scale = 1:52.9 4x6 = D A G I� o K J U I d L 3x5 = 3x4 = 306 = 3x4 = H 3x5 = 3x4 = 3x4 = 2-0.0 2-2-12 114-15 20-7.1 29-9.4 31-10.8 , 2-0.0 0.2- 2 9-2-3 9.2-3 9-2-3 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.23 I -K >999 240 MT20 220/195 TCLL 15.0 15. Lumber DOL 1.15 BC 0.54 I Vert(TL) -0.52 I -K >634 180 BCLL Rep Stress Incr YES WS 0.56 Horz(TL) 0.08 H n/a n/a BCDL 10.0 Code IBC2012frPI2007 Matrix -MSH I I Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. I&BIr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD WEBS 2X4 OF Stud/Std G WEBS REACTIONS. (Ib/size) H=1429/0-5-8, L=1439/0-5-8 Max Horz L=109(LC 10) Max Uplift H=-144(LC 11), L=-146(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-278/0, B -C=-375/77, C -D=-1785/210, D -E=1784/212, E -F=-357/82, F -G=-269/0 BOT CHORD A -L=0/265. K -L=-201/1706, I -K=-43/1264, H -I=-95/1704, G -H=0/253 WEBS D -I=-80/578, E -I=-349/211, E -H=-1685/133, F -H=-437/204, D -K=-801584, C -K=-351/211, C -L= -1664/137,B -L=-446/204 Structural wood sheathing directly applied or 3-8-11 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpl E -H, C -L NOTES- (8) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left arid right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10: Pf=20.0 psf (Flat roof snow); Category 11: Exp C; Partially Exp.; Ct= 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 100 Ib uplift at joint(s) except (jt=1b) H=144, L=146. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. in• y, ;i's December 29,2016 AWARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473rev. 10/0312015 BEFORE USE. Design valid for use only with M!Tek® connectors. This design is based only upon parameters shown, and is for an incMdual 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 /f A ■■■ iTe k• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus He!g CA 95610 Job Truss— Truss Type Qty Ply Peppier Restoration 2-0-0 I7russ Plate Grip DOL 1.15 849351033 1512-073 -073 Common 2 1 YES — — -- Job Reference (optional) _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:07 2016 Page 1 ID:Kt6ZK5hWP?6Kgjih7638SVyDyJI-AFP2rgo2tOEw2MT33Y4N_8p2Qy5Qg2E3LQE3Mvy4P92 7-1-12I 14-0-0 21.8-2 I 30-0-0 7-1-12 6-10.4 7-8-2 8-3-14 46 Scale= 1:51.0 06 = K 4x6 = LOADING (psf) I DEFL. in (loc) I/deft Ltd PLATES GRIP TC 0.89 SPACING- 2-0-0 TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TCDL 15.0 Lumber DOL 1.15 BOLL 0.0 Rep Stress Incr YES Code IBC20121TPI2007 LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) K=1235/0 -5-8.G=1452/0-5-8 Max Horz K=-111(LC 11) Max Uplift K=117(LC 10), G=-146(LC 11) 3x4 = 4x6 = 3x4 = G 3x5 = 3x5 = CSI. I DEFL. in (loc) I/deft Ltd PLATES GRIP TC 0.89 Vert(LL) -0.10 H -J >999 240 I MT20 220/195 BC 0.26 I` Vert(TL) -0.27 H -J >999 180 WB 0.55 Horz(TL) 0.05 G n/a n/a Matfix-MSH I I Weight: 161 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B -K, D -G FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-462/102, B -C=-18451213, C -D=-17951194, D -E=-316138, E -F=-273/0, A -K=-3641107 BOT CHORD J -K=-21111788, H -J=-4311290, G -H=-120/1758. F -G=0/261 WEBS 8 -J= -397/225,C -J=-811627, C -H= -59/518,D -H= -355/222,B -K= -1648/120,D -G=-1756/199. E -G=-3591161 NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 100 Ib uplift at joint(s) except Qt=lb) K=117,G=146. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t p y fir{ Z (6 December 29,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of tlesign 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109— Cilms He' his CA 95810 Job Truss Truss Type Qty PIy Peppier Restoration I BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G R49351034 1512-073 I D01 Common Girder 1 2 I __._._ _._ Max Uplift A=-154(LC 10), E=-154(LC 11) Job Reference �(oetiona)____ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:08 2016 Page 1 I D: Kt6ZK5hWP?6Kgj 1 h7638SVyDyJ I-eRzD2AogeiMnfV2FdGbdWMMNiMTgPdLCZ4_cuMy4P91 4-1-14 7$0 11-2-2 75-4-0 4-1-14 3-6-2 3-6-2 4-1-14 - - Scale = 1:24.6 4x4 = 3x8 = 3xl2MT20HS Ii 3x12 MT20HS I I (d LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL15.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0.0 CSI, DEFL. in (loc) I/deft Ltd Plate Grip DOL 1.15 TC 0.22 I Vert(LL) -0.01 F >999 240 Lumber DOL 1.15 BC 0.12 I Vert(TL) 0.03 F >999 180 Rep Stress Incr NO I WB 0.05 I Horz(TL) 0.00 E n/a n/a Code IBC2012rrP12007 Matrix -MSH i PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G WEDGE Left: 2x8 DF No.2, Right: 2x8 DF No.2 REACTIONS. (Ib/size) A=867/0-5-8, E=86710-5-8 Max Horz A=-52(LC 11) Max Uplift A=-154(LC 10), E=-154(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-690/184, B -C=-705/185, C -D=-705/186, D -E=-6901183 BOT CHORD A -F=-152/540, E -F=-100/540 NOTES- (12) 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat root snow); Category ll; Exp C; Partially Exp.: Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. �t 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads./ X14 x t 8) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide r 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 ofwithstanding 100 Ib uplift at1oint s except t -Ib ) A=154, E=154. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 354 Ib down and 197 Ib up at � A�.� 7-7-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard December 29,2016 © WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/032015 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 parameters and property incorporate this design into the overall A ■■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` l is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrimlion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building ComponentI 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Peppier Restoration I 849351 034 1512-073 ( D01 Common Girder 1 �I- -ti� Systems Plus Lumber Co, Anderson, CA 2 Job Reference (o onap. 6.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:08 2016 Page 2 ID: Kt6ZK5hWP?6Kgjlh7638SVyDyJI-eRzQ2AogeiMnfV2FdGbdWMMNiMTgPdLCZ4 cuMy4P91 LOAD CASE(S) Standard. 1) Dead+ Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -E=-70, A -E=-20 Concentrated Loads (lb) Vert: F= -354(F) Job Truss Truss Type Qty Ply Peppier Restoration I 849351 034 1512-073 ( D01 Common Girder 1 I 2 Job Reference (o onap. t Y • ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. I �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not n truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overell building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTekr 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 ANSlrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite too Citrus Hefahls, CA 95 '-Job jTruss Truss Type Qty ' 2-0-0 a`2-1"2 5-5-4 Ply Peppier oration Restmmon 1512-073 1002 CGirder 1( 1 849351035 DEFL. in (loc) I/defl LId PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 I TC 0.80 I Job Reference (optional]__. Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:09 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-6eXpGVpIPOUeHfcRAz6s3ZuPHliF8_pLokjARoy4P90 4-1-147-8-0 11.2-2 + 15-4-0 1 4-1-14 ` 3-6-2 3.6-2 4-1-14 Scale = 1:24.6 44 = i A 3xb — --- sxo — [$ 2-0.0 2-2-12 7-8-0 13-14 13-4,0 15-4-0 ' 2-0-0 a`2-1"2 5-5-4 ' 5-5-4 - - 0-`2-1'2 2-0-0 ' Plate Offsets (X,Y)-- [A:0 -3 -0,0 -1 -81,[G:0 -3-0,6T8] LOADING (psf) SPACING- 2 I CSI. -0-0 DEFL. in (loc) I/defl LId PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 I TC 0.80 I Vert(LL) 0.02 I -J >999 240 MT20 220/195 TCDL 15.0 15. Lumber DOL 1.15 BC 0.55 Vert(TL) 0.06 H-1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 j Horz(TL) 0.01 H n1a n/a BCDL 10.0 Code IBC20121rP12007 Matrix -MSH Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) J=2336/0-5-8, H=6710-5-8 Max Horz J=-52(LC 35) Max Uplift J=-222(LC 10), H=-388(LC 11) Max Grav J=2336(LC 1), H=362(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-306/2340, B -C=-258/2157, C -D=-489/233, D -E=-4911231, E -F=-854/120, F -G=-934/112 BOT CHORD A -J=-2013/285, I -J=-680/390, H -I=-135/683, G -H=-86!798 WEBS E-1=406/42, C -I=-32/856, C -J=-1911/182, B -J=-6031105, E -H=-2431320 NOTES- (10) 1) Wind: ASCE 7-10; Vull=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 1-0-0 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 100 Ib uplift at joint(s) except Qt=1b) J=222, H=388. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1397 lb down and 176 Ib up at 0-7-4, and 57 Ib down and 657 Ib up at 14-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -G=-70, K -N=-20 Concentrated Loads (lb) Vert: M=-1397 P=373(B) December 29,2016 WARNING-Varffy design Par ametors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI4473 row. 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 mtlesign parameters and properly incorporate this design into the overall AiTe k• building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPll Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Cibus Heights, CA 95810 -Job Truss Truss Type Qty Ply Peppier Restoration [H:OA-0 0-5-01 849351036 1512-073 I D03 Common Girder 1 2 Job Reference (option). -Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:10 2016 Page 1 ID:Kt6ZK5hWP?6Kgj t h7638SVyDyJI-ag5BTrgwAJcVvpBdkhd5bnRZt96ltR 1 V t OTIzEy4P9? I 2-11-12 _ 5-8-0 B4-4 114-0 2-11-12 2-8-4 2-8-4 2-11.12 8xi 4x5 II Scale = 1:20.9 Plate Offsets (X,Y)-- IA:Edge,0-2.81 fE:Edge.0-2-e1jG:0-4-0 0-5-01, [H:OA-0 0-5-01 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L!tl PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.02 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.28 I Vert(TL) -0.08 G -H >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.42 ( Horz(TL) 0.02 F n!a n/a Code IBC2012/TP12007 Matrix -MSH Weight: 142 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x8 DF SS WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) 1=4196/0-5-8, F=4112/0-5-8 Max Hoa 1=22(LC 24) Max Uplift 1=-433(LC 10), F=-425(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-770/100, B -C=45851499, C -D=-4594/500, D -E=-778/101, A-1=441/72, E -F=444/73 BOT CHORD 1-14=411/3864, G -H=-308/3282, F -G=-399/3872 WEBS C -G= -209/1894,D -G= -100/832,C -H= -208/1878,B -H= -100/831.8-I=-3920/395, D -F=-3922/395 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) 2 -ply truss to be connected together with t Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal, ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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 100 Ib uplift at joint(s) except (jt=1b) 1=433,F=425. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1223 Ib down and 131 Ib up at 0-7-4, 1218 Ib down and 137 Ib up at 2-7-4. 1218 Ib down and 137 Ib up at 4-7-4, 1218 Ib down and 137 Ib up at 6-7-4, and 1218 Ib down and 137 Ib up at 8-7-4, and 1222 lb down and 133 Ib up at 10-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard December 29,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 property incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 v December 29,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 property incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss TypeQty Ply Peppler Restoration 849351036 1512-073 003 Common Girder 1 2 Job Reference (optional) _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:10 2016 Page 2 ID:Kl6ZK5hWP?6Kgj1 h7638SVyDyJI-ag5BTrgwAJcVvpBdkhd5bnRZt961tR1 V10T1zEy4P9? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: A -C=-70, C -E=-70. F -I=-20 Concentrated Loads (lb) Vert: L=-1223(8) M=-1218(8) N= -1218(B) 0=-1218(B) P= -1218(B) 0=-1222(8) ®WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 —.10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buikffng 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 pmvent 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 ANSlrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 'Job TrussTruss Type Qry Ply Peppier Restoration i TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.15 849351037 1512-073 i H04 Diagonal Hip Girder 2 1 BC 0.06 I -0.01 E -F >999 180 BCLL 0.0 Job Reference L tionat Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:11 2016 Page 1 ID:Kt6ZK5hWP?6Kgj1 h7638SVyDyJI-2OfZhBrYxdkMWzmglO8KB_v3ZVTcyNeG2CGVhy4 P9_ 2A-13 2-8-6 2-11-14 2x4 i i D Scale = 1:21.4 LOADING (psf) SPACING- 2-0-0 CSf. I DEFL. in (loc) WeillL/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 E -F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 E -F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 E n/a n1a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Weight: 38 ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G 1 t TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G Vert: A -D=-70, E -H=-20 except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) G=510/0-5-15, E=200/Mechanical Max Harz G=125(LC 33) Max Uplift G=-92(LC 6); E=-46(LC 10) Max Grav G=520(LC 16), E=229(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -G=-429190, B -F=-301353 NOTES- (11) 1) Wind: ASCE 7-10; Vult=1 t Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, E. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib down and 27 Ib up at 5-6-7, and 21 Ib down and 27 Ib up at 5-6-8 on top chord, and 7 Ib down and 11 Ib up at 5-6-7, and 7 Ib down and 11 Ib up at 5-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. w 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1 t 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 u q' Uniform Loads (plf) Vert: A -D=-70, E -H=-20 } Concentrated Loads (lb) Vert: L=5(F=2, 8=2) December 29,2016 ®WARNING • Vedry desfga parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1=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 n �l ■■ iTe k• building design. Bracing indicated 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 properly damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrialt Quality Criteria, DSB-89 and BCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 ___„_ `Job Truss Truss Type Qty Ply Peppler Restoration R49351038 1512-073 1-105 Roof Special Girder 2 1 _ Job Reference (o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:12 ZD1b Nage 1 10: Kt6ZK5h WP?6Kgj t h7638SVyDyJ I-WDCxuXsAixsC87LOs6gZhCW4pzriKPcoUiyg07y4P6z 2-5-2B-1-5 B-1-5 2-5-2 2-8-6 2-11-14 2x4 11 Scale = 1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. j DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.15 i Vert(LL) -0.00 E -F >999 240 MT20 220/195 TCDL 15.0 15. Lumber DOL 1.15 ' BC 0.06 Vert(TL) -0.01 E -F >999 160 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 E n/a n/a BCDL 10.0 Code IBC2012IrP12007 Matrix -MSH Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) G=513/0-5-15, E=199/Mechanical Max Horz G=125(LC 33) Max Uplift G=-93(LC 6), E=-46(LC 10) Max Grav G=523(LC 16), E=228(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -G=-432/91, B -F=-31/357 NOTES- (11) 1) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Cl= 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 1-M 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, E. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib down and 28 Ib up at 5-6-0, and 21 Ib down and 27 lb up at 5-6-12 on top chord, and 7 Ib dowel and 11 Ib up at 5-6-0, and 7 Ib down and 11 Ib up at 5-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, E -H=-20 Concentrated Loads (lb) Vert: L=5(F=2, B=2) Kfir y \v;Iv . L j 01 ;- December 29.2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rov. 1010712015 BEFORE USE. Design validforuse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a turas system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall n /� ■■■ building design. Bracing indicated is to prevent buckling or 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 ANSIITPi1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, C8 95610 'ob (Truss Truss Type Qy I CSI. Peppier Restoration in (loc) I/defl L/d I PLATES GRIP I_0`_ ]Job 849351039 1512-073 'J01 Jack -Open 12 1 n/r 120 I MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 Reference (optional) _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:12 2016 Page 1 ID: Kt6ZK5hWP?6Kgjl h7638SVyDyJ I-WDCxuXsAixsC87LOs6gZhC W53zgaKRUoUiygO7y4P8z I- t-tt-lt 1-11-11 2x4 = 2x4 It HORIZONTAL REACTION OF 204 LBS. CONNECTION AND SUPPORTING STRUCTURE SHALL BE DESIGNED BY PROJECT ENGINEER AND FIELD VERIFIED BY THE BUILDING INSPECTOR. Scale = 1:8.6 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 E n/r 120 I MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 I BC 0.06 i Vert(TL) -0.00 E n/r 120 TCDL 15.0 BCLL 0.0 Rep Stress Incr YES I WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2012ITP12007 I Matrix -MSH Weight: 6 Ib FT = 20% LUMBER - TOP CHORD 2X4 OF No. 1&B1f G BOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) C=-O/Mechanical, D=177/Mechanical Max Horz C=204(LC 1), D=-204(LC 1) Max Uplift D=41 (LC 6) Max Grav D=177(LC1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-551256 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 10/03/2015 BEFORE USE. i Design valid for use only with MTekO 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 p ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is ahvays 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite tog Citrus Heights. CA 95810 Job 4Truss Truss Type Qty Ply Peppier Restoration f SPACING- 2-0-0 CSI. R49351040 1512-073 IJ02 Jack -Open Girder 5 1 TC 0.24 Vert(LL) ! -0.03 D -E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL Reference (o tip Onal)__ „Dyslems MUS LUMDer uo, Anderson, GA A 2x4 = 3-11-11 5.00 F1_2 2x4 !I B E 2x4 II t1.UI U s Apr zu zUlti NII I eK Industries, Inc. uvea Uec zo 14:17:16 eu io rage l ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI_PmJStspTE_3mHwCPpBoDP3E1N9U3lNxjMhNZZy4P8y 8-0-0 4-0-5 Scale = 1:14.8 C K D 2-0-0 0-2-12 1-8-3 0-0-12 4-0.5 ' LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) ! -0.03 D -E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) 0.03 D -E >999 180 BCLL 0.0 Rep Stress incr NO WB 0.06 Horz(TL) -0.04 C n/a We BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH i Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.l &Btf 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. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) C=-15/Mechanical, D=14/Mechanical, E=36910-5-8 Max Horz E=61(LC 10) Max Uplift C=-34(LC 21), E=-54(LC 6) Max Grav C=6(LC 32), D=65(LC 5), E=370(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-E=-312185 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C. E. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 ib down and 58 Ib up at 4-0-12, and 49 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: A -C=-70, D -F=-20 Concentrated Loads (lb) Vert:J=35(F) K=30(F) December 29,2016 A& WARNING - Veri/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rov. 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 verity the applicability ofdesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hLs CA 95870 Jab Truss Truss TypeQty CSI. DEFL. in (loc) I/deb L/d TC 0.20 I Vert(LL) -0.00 F -G >999 240 1 BC 0.05 Vert(TL) -0.01 F -G >999 180 WB 0.13 Horz(TL) -0.00 E n/a n/a Matrix -MSH i Ply Peppier Restoration TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C -D. 849351041 1512-073 Jack -Closed 3 1 Max Uplift E=-56(LC 7), G=-70(LC 6) �J03 _ Max Grav E=278(LC 24), G=673(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (o tional ,Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:14 2016 Page 1 ID: Kt6ZK5hWP?6Kgj t h7638SVyDyJI-SbKiJDtRDY6wNQVPzWl1 mdcP WmXEoJZ5yORx5?y4P8x 5-6-1 '0-5-10' 2-0-5 4x4 2x4 II Scale = 1:18.3 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrP12007 CSI. DEFL. in (loc) I/deb L/d TC 0.20 I Vert(LL) -0.00 F -G >999 240 1 BC 0.05 Vert(TL) -0.01 F -G >999 180 WB 0.13 Horz(TL) -0.00 E n/a n/a Matrix -MSH i PLATES GRIP I MT20 220/195 I Weight: 37 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, BOT CHORD 2X4 DF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (6-0-0 max.): C -D. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) E=221/Mechanical, G=486/0-5-8 Max Horz G=87(LC 9) Max Uplift E=-56(LC 7), G=-70(LC 6) Max Grav E=278(LC 24), G=673(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD D -E=-258/66 WEBS B -G=-593/104, B -F=-161289 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof show); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) 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) E, G. 10) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 85 Ib up at1 5-11-10 on top chord. The design/selection device(s) , s, of such connection is the responsibility of others. WARNING: ( �} 12) Engineering is void unless truss is fabricated by Systems Pius Lumber Co.?� LOAD CASE(S) Standard �6 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-70, C -D=-70, E -H=-20 December 29,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 1t A R I building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job jTruss Truss Type Qty Ply Peppler Restoration in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 849351042 1512-073 J3B Jack -Closed 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.10 Job Reference {o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:18 2016 Page 1 ID:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJI-LNaC9awxHndMs2oACMnzwTm7jOtQk4YgteP8Eny4P8t 2-2-12 5-7-13 17-1 8. 0.0 2-2-12 3.5-1 -3-7 2-0.5 4x6 \\ 3x4 = Scale= 1:18.3 LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.12 i Vert(LL) -0.01 G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.10 Vert(TL) 0.02 F -G >999 180 BCLL0.0 Rep Stress Incr YES WB 0.26 I Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH Weight: 40 Ib FT = 20% 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 DF No. t&Btr G *Except* except end verticals, and 2-0-0 oc purlins: D -E. C -J: 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 6-0-0 oc bracing: A -K. REACTIONS. (Ib/size) 17=289/Mechanical, K=525/0-5-8 Max Horz K=70(LC 7) Max Uplift F=-100(LC 7), K=-97(LC 6) Max Grant F=316(LC 24), K=712(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=49/273, B -C=-464/135, C -D=451/168 BOT CHORD G -H=-138/270, F -G=-138/270 WEBS B -K=-5031108, H -K=-251/13, B -H=-98/582, D -F=-331/157 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) 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) K except Qt=1b) F=100. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 Ib down and 165 Ib up at 5-9-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-70, D -E=-70, J -L=-20, I -J=-20, F -G=-20 oV :N December 29,2016 WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 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 �• a truss system. Before use, the building designer must verity the applicability of tlesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or dion1 members only. Additional temporary and permanent bracing MiTek• is always required [or 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 ANSIrrP11 Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Stmet, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job jTruss Truss TypeQty Ply Peppier Restoration 849351042 1512-073 338 I_--__ Jack -Closed 1 1 __ Job Reference (oQional)_ _ Jystems Flus Lumber Go, Anderson, CA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: D=-107 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:16 2016 Page 2 I D: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-LNaC9awxHndMs2oACMnzwTm7jOtQk4YgteP8Eny4P8t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 row. 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 A building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Suite 109 Citrus Heights, CA 95i Job Trussli-cclo-d russ Type Ofy]Ply Peppier Restoration 1512-073 �J3C 1 1 849351043 TCDL 15.0 _ _____ ____ ____ ____ __ ___ BCLL 0.0 Job Reference (optional) .Systems Pius Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:19 2016 Page 1 ID:Kt6ZK5hWP?6Kgj t h7638SVyDyJ1-pZ8bMwxZ241DUCNMm41CTgJ IRnDeTYug518hmDy4P8s I 2-2.12 4-5-8 5-7-13 5,11-1 T 8-0.0_1 2-2-12 2-2-12 1.2-5 3-14 2-0-5 4x6 \\ 3x4 = Scale = 1:18.3 2-G-0 00.2-12 2-2-12 3-6-8 Plate Offsets (X,Y)-- (G:0-3-0 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d I ( PLATES GRIP (Roof Snow=20 0) Plate Grip DOL 1.15 I TC 0.12 Vert(LL) -0.01 F -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.11 , Vert(TL) -0.03 F -G >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.25 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.t&Bir G 'Except' except end verticals, and 2-0-0 oc purlins: D -E. C -H: 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Stud/Std G 6-0-0 oc bracing: A -l. REACTIONS. (ib/size) F=269/Mechanical, 1=513/0-5-8 Max Hoa 1=70(LC 7) Max Uplift F=-98(LC 7), 1=-96(LC 6) Max Grav F=296(LC 24), 1=701 (LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-50/277, B -C=-446/155, C -D=-432/190 WEBS B-1=498/122, G -I=-253/19, B -G=-1211568, D -F=-298/163 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 1-0-0 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) 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) F, 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 152 Ib up at 5-9-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. y 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 6rv' r LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 1, ; Uniform Loads (plf) r Vert: A -D=-70, D -E=-70. H -J=-20, F -G=-20 it ,.' r s Ic.,. Concentrated Loads (Ib) ,' Vert: D=-75 December 29,2016 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 ray. 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 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 wdh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 yob Truss Truss Type Qty Ply Peppier Restoration Plate Grip DOL 1.15 TC 0.37 1 Vert(LL) -0.03 D -E >999 240 MT20 220/195 TCDL 15.0 849351044 1512-073 0.11 D -E >653 180 Jack Open 3 1 Horz(TL) _IJ04 BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Job Reference {optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:14 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJI-SbKiJDtRDY6wNQVPzWi1 mdcNkmV3oJC5yORx5?y4P8x 7-11.11 8-0-0 ' 7-11-11 0-0-5 Scale = 1:21.9 9' o: E2x4 II (ps2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 00 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.37 1 Vert(LL) -0.03 D -E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 Vert(TL) 0.11 D -E >653 180 BCLL 0.0 Rep Stress incr YES WB 0.09 I Horz(TL) 0.04 C n/a nla BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&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. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) C=169/Mechanical, D=55/Mechanical, E=489/0-5-8 Max Horz E=123(LC 10) Max Uplift C=-84(LC 10), E=-36(LC 10) Max Grav C=196(LC 16), D=99(LC 5), E=497(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. WEBS B -E=-450/182 NOTES- (9) 1) Wind: ASCE 7-10: Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp C; Partially Exp.; Ct= 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 tail by 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 A WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W17473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This designs based only upon parameters shown, and is for on 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 11 A ■■ 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, SuBe 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job !Truss Truss Type Qty Ply Peppier Restoration in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL R49351045 1512-073 1J4B Jack -Open 1 1 15. TCOL 15.0 I — 1.15 BC 0.10 I � Vert(TL) Job Reference (o tional .Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:19 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SV yDyJ1-pZ8bMwxZ241DUCNMm41CTgJCEnDdTaSg518hmDy4P8s 5-5-8 7-11-11 810 5-5-8 2-6-3 0- 5 I. H 2.4 11 2x4 11 Scale = 1:21.8 LOADING (ps)SPACING- 2-0-0 CSI. 1, DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.45 ! Vert(LL) 0.12 G >577 240 MT20 220/195 15. TCOL 15.0 Lumber DOL 1.15 BC 0.10 I � Vert(TL) -0.27 G >255 180 BCLL 0.0 Rep Stress Iner YES 0.09 Horz(TL) 0.08 E n/a n/a BCDL 10.0 Code IBC2012/rP12007 Matrix -MSH Weight: 26 Ib FT = 20% 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C -G: 2X4 OF Stud/Std G WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) D=198/Mechanical, E=26/Mechanical, H=489/0-5-8 Max Horz H=123(LC 10) Max Uplift D=-85(LC 10), H=-36(LC 10) Max Grav D=227(LC 16), E=53(LC 5), H=498(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -H=-449/136 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, H. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 116I1=7473 rev. 70/01/2015 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. t!le building designer must verify the applicability ofdesign parameters and property incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual buss web anti/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 Imss systems, see ANSUTPII Quality Criteria, DSBB9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heinhts. CA 95810 Job iTruss Truss Type Oty Ply Peppier Restoration in (loc) Udefl L/d 0.12 G >594 240 -0.23 G >297 180 0.10 E n/a n/a PLATES MT20 Weight: 26 Ib GRIP 220/195 FT = 20% LUMBER- 849351046 1512-073 J4C Jack -Open 1 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 DF No. I&Btr G 'Except' JobReftrance (o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:20 2016 Page 1 I D:Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-HlhzZGyCpOt45LyYKnpR?usORBZvC t ozKyuFJfy4P8r 0 4-5-8 3-6-3 H 2x4 11 Zx4 n 1% Scale= 1:21.8 LOADING (psi) TCLL 20.0 (Roof Snow=20.0) TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TPI2007 I CSI. I TC 0.42 BC 0.10 I WB 0.08 Matrix -MSH DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Udefl L/d 0.12 G >594 240 -0.23 G >297 180 0.10 E n/a n/a PLATES MT20 Weight: 26 Ib GRIP 220/195 FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 DF No. I&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: C -G: 2X4 DF Stud/Std G 10-0-0 oc bracing: E -F. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) D=188/Mechanical, E=36/Mechanical, H=489/0-5-8 Max Horz H=123(LC 10) Max Uplift D=-91(LC 10), H=-36(LC 10) Max Grav D=217(LC 16), E=72(LC 5), H=497(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or fess except when shown. WEBS B -H=-410/122 NOTES- (9) 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category fl; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, H. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. n^4 �E-�.SsFr. 51 December 29,2016 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0"015 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 muss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A ■■ iTekr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always is required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVl fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heimhls CA 95610 Job Truss Truss Type Qty Ply Peppler Restoration !JOS TCLL 20.0 SPACING- 849351047 1512-073 Jack -Open 2 1 (Roof Snow=20.0) Plate Grip DOL _ TC 0.38 j Vert(LL) Job Reference (o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:15 2016 Page 1 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-xou4WZu3 sEn?a4bXEDGIgBYNAgFXmQEAgAUdSy4P8w l 8-0-0 I 9-1 B-0.0 1-11-11 D• 3X4 — 2x4 R Scale = 1:26.3 LOADING (psf) j TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/dI PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.38 j Vert(LL) 0.04 E -F >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.15 BC 0.19 l Vert(TL) -0.11 E -F >631 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horc(TL) -0.05 D n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MSH Weight: 27 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF NoA&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. All bearings Mechanical except Qt=length) F=0-5-8, C=0-3-1. (lb) - Max Horz F=154(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) D, F except C=-117(LC 10) Max Grav All reactions 250 Ib or less at joint(s) D, E except F=499(LC 17), C=278(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -F=-458/183 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.OpsF BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow): Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, F except at=1b) C=117. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 0 WARNING - Verify desl9n Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10103/2015 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 properly incorporate this design into the overall n � '. building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing 'y,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 ANSIRPII Duality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heinhis. CA 95810 _ Job jTruss Truss Type Qty Peppier Restoration TCLL 20.0 SPACING- 2-0-0 CSI. 849351048 1512-073 JSB Jack -Open ]Ply 2 1 TC 0.46 Vert(LL) 0.15 H >461 240 MT20 2201195 TCDL 15. 15.0 Lumber DOL Job Reference -(optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:20 2016 Page 1 ID:Kl6ZK5h WP?6Kgj t h7638SVyDyJI-HlhzZGyCpOl45LyYKnpR?usNrBYSC1 gzKyuFJfy4P8r i 5-5-8 8-0-0 5-5-8 2-6-8 t-11-11 Scale = 1:26.3 3X4 — 1 2X4 11 2X4 11 il 12 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.15 H >461 240 MT20 2201195 TCDL 15. 15.0 Lumber DOL 1.15 I BC 0.13 Vert(TL) -0.31 H >224 180 BCLL 0.0 Rep Stress Incr YES WS 0.09 Horz(TL) 0.09 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C -H: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. All bearings Mechanical except (jl=length) 1=0-5-8, D=0-3-1. (ib) - Max Horz 1=154(LC 10) Max Uplift All uplift 100 lb or less at joint(s) E, I except D=-121(LC 10) Max Grav All reactions 250 Ib or less at joint(s) E, F except 1=500(LC 17). D=309(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. WEBS B-1=452/138 NOTES- (10) 1) Wind: ASCE 7-10; Vult=110Inph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, I except Qt=1b) D=121. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 verity the applicability of design parameters and property incorporate this design into the overall �r ■■ building design. Bracing indicated is to prevent buckling of individual tfuss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Is storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95870 ob ITruss Truss Type Qty 1 CSI. Restoration R49351049 i 1512-073 IJ5C Jack -Open 1 �PlypplerPe 1 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.14 H >482 240 Job Reference (optional)_ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:21 2016 Page 1 I D: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-IxFLnczgai?xjVXItUKgY5OYzbvxxU26Zcdor5y4P8q 4-5-8 3-6-8 1-11-11 E, 2x4 — I 2x4 II 2x4 Scale = 1:26.3 LOADING (psi) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.14 H >482 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 ! BC 0.11 Vert(TL) -0.26 H >268 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.11 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 29 lb FT=20% 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 N0.1 &Btr G *Except* BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing, Except: C -H: 2X4 OF Stud/Std G 10-0-0 oc bracing: F -G. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings Mechanical except Ol=length) 1=0-5-8, D=0-3-1. (lb) - Max Harz 1=154(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) E, I except D=-127(LC 10) Max Grav All reactions 250 Ib or less at joint(s) E, F except 1=499(LC 17), D=299(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B-1=413/127 NOTES- (10) 1) Wind: ASCE 7-10; Vult=ll0mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (fiat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, I except Ot=1b) D=127. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.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 parameters and property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrPit Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ! Suite 109 Ci us Heights. CA 95610 6� Qct C',, r,,�✓� ( r si -,� �� a F, December 29,2016 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.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 parameters and property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrPit Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ! Suite 109 Ci us Heights. CA 95610 Sob Truss Truss Type Qty Qty Ply Peppier Restoration in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grp DOL R49351050 1512-073 IJ06 Jack -Open 0.05 F -G >999 240 MT20 220/195 5.0 10 Lumber DOL 1.15 ! BC 0.19 Veri(TL) Reference(optional) _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:15 2016 Page 1 ID: Kt6ZK5hWP?6Kgj t h7638SVyDyJI-xou4WZu3_sEn?a4bXEDG Ig8YfAgFXmSEAgAUdSy4P8w B-0-0 3-11-11 3x4 = G 2.4 !! Scale = 1:30.7 TCLL (Ps200 SPACING- 2-0-0 I CSI. j DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grp DOL 1.15 I TC 0.36 Vert(LL) 0.05 F -G >999 240 MT20 220/195 5.0 10 Lumber DOL 1.15 ! BC 0.19 Veri(TL) -0.11 F -G >631 180 BCLOL 0 Rep Stress Incr YES WB 0.09 i Horz(TL) 0.05 E nla n/a BCDL 10.0 Code IBC20121TP12007 i Matrix -MSH Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/StaG REACTIONS. All bearings Mechanical except Qt=length) G=0-5-8, C=0-3-1, D=0-1-8. (lb) - Max Horz G=185(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) E, G. D except C=-122(LC 10) Max Grav All reactions 250 Ib or less at joint(s) E, F, D except G=495(LC 1), C=264(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -G=-449/175 NOTES- (11) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, G, D except 01=1b) C=122. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING • Verry tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473rev. 10103/2015 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 andtor chord members only. Additional temporary and permanent bracing Welk' ahvays requited for stability and to prevent collapse wnh possible personal injury and property damage. For general guidance regarding the l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPit Quality Criteria, DSB43 and SCSI Building Component 7777Greenback Lane I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 cob [Truss Truss Type Qty Ply Peppler Restoration in (loc) I/dell Lid PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL R49351051 1512-073 J6B Jack -Open 2 1 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) Job Reference {o tD Tonal)__ _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:22 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJ1-D8pj_yzSL?7oLf6xRCrv5Jxjb?EYgxCGnGNMNYy4P8p 5-5-8 B-0-0 10-1-8 it -71-11 ' 5-5-8 2-6-8 2-1-8 1-10-3 ' gl 3x4 = J 2x4 2x4 II I I Scale = 1:30.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/dell Lid PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.16 1 >432 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(TL) -0.30 1 >231 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.09 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C -I: 2X4 DF Stud/Std G WEBS 2X4 OF Stud/Std G REACTIONS. All bearings Mechanical except Qt=length) J=0-5-8, D=0-3-1, E=0-1-8. (lb) - Max Hoa J=185(LC 10) Max Uplift All uplift 100 lb or less at joint(s) F, J, E except D=-129(LC 10) Max Grav All reactions 250 Ib or less at joint(s) F, G, E except J=496(LC 1), D=294(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -J=-446/135 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 nonconcufrent 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, J. E except (jt=1b) D=129. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 row. 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 L, 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 buss web and/or chord members only. Additional temporary and permanent bracing I MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrimlion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCS[ Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 , Job Truss Truss Type Dry Ply Peppier Restoration R49351052 1512-073 J6C Jack -Open 2 1 Job Reference {optional) ,Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:22 2016 Page 1 ID:Kt6ZK5hVvP?6Kgjl h7638SVyDyJI-D8pjyzSL?7oLf6xRCrv5Jxj??EngxJGnGNMNYy4P8p 4-58 ) 8-0.0 10-1-8 11-11-11 4-5-8 3-6.8 2-1-8 1-10-3 ' I A 4 4 Scale = 1:30.7 J 2x4 I I 2x4 = 2.4 11 2-0.0 2-2-12 4-58 1 &0.0 8.1-9 ' 2-0-0 0.2-12 2-2-12 3-rr8 0.119 Plate Offsets (X,Y)-- [A:0-0-2,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. 1 i DEFL. in (loc) I/dell L /d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.16 1 >447 240 MT20 220/195 TCDL 5.0 10.0 Lumber DOL 1.15 BC 0.14 i Vert(TL) -0.25 1 >276 180 BCLL Rep Stress Incr YES WB 0.08 i Horz(TL) 0.11 G n1a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MSH i Weight: 32 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. BOT CHORD 2X4 OF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: C -I: 2X4 DF Stud/Std G 10-0-0 oc bracing: G -H. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings Mechanical except (jt=length) J=0-5-8, D=0-3-1, E=0-1-8. (lb) - Max Horz J=185(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) F, J, E except D=-134(LC 10) Max Grav All reactions 250 Ib or less at joint(s) F, G, E except J=496(LC 1), D=284(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. WEBS B -J=-4081127 NOTES- (11) 1) Wind: ASCE 7-10; Vuit=t 1Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf: h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 noncollcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, J, E except r dt=1b) 0=134. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Fri December 29,2016 ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10ID32015 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 pammelers and properly incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual [fuss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSITPII Quality Criteria, 058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts CA 95610 ,Systems Plus Lumber Co, Anderson. CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:16 2016 Page 1 ID:Kl6ZK5hWP?6Kgilh7638SVyDyJI-P SSkvvhl9Medkfn5xkV2hjPaA9GOiNPKwl9uy4P8v 8-0.0 13-11-11 8-0-0 5-11-11 F Scale = 1:34.7 3x4 = H 2x4 II a LOADING (psf) Truss Type TrussOpen Oty Ply Peppier Restoration SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=20.0) 849351053 1512-073 J07 MT20 220/195 TCDL 15.0 1 Vert(TL) -0.11 G -H >631 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(rL) Job Reference {optional) ,Systems Plus Lumber Co, Anderson. CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:16 2016 Page 1 ID:Kl6ZK5hWP?6Kgilh7638SVyDyJI-P SSkvvhl9Medkfn5xkV2hjPaA9GOiNPKwl9uy4P8v 8-0.0 13-11-11 8-0-0 5-11-11 F Scale = 1:34.7 3x4 = H 2x4 II a LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.05 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.11 G -H >631 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(rL) -0.06 F We n/a BCDL 10.0 Code IBC2012/TPI2007 I Matrix -MSH Weight: 32 Ib FT = 20% 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. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings Mechanical except Qt=length) H=0-5-8, C=0-3-1, D=0.1-8, E=0-1-6. (lb) - Max Horz H=216(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) F. D, E except C=-124(LC 10) Max Grav All reactions 250 Ib or less at joint(s) F, G. C, D, E except H=495(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -H=-449/166 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; PF=20.0 psf (flat roof snow); Category II: Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, D, E except (jt=1b) C=124. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M167473 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 musk verify the applicability of design parameters and property incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual buss web andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse wdh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPH Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus a his. CA 95610 gob /Truss Truss Type Oty Ply Peppier Restoration in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 849351054 1512-073 !J78 Jack -Open 2 1 TCDL 15.0 Lumber DOL 1.15 BC 0.18 i Vert(TL) Job Reference Loptional). Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:23 2016 Page 1 ID: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-iKN5C I_46JFfyph7?vM8dWruLPZPPOSPOv6vvy4P8o 55-8 X840 10-1-8 12.1.8 13-11-11 55-8 2-6-8 2-1-8 2-0-0 1-10.3 3x4 = K 2x4 11 2x4 II Scale = 1:34.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.17 J >407 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.18 i Vert(TL) -0.30 J >231 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.09 H n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matfix-MSH I Weight: 35 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2X4 DF No. t&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C -J: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. All bearings Mechanical except Qt=length) K=0-5-8, D=0-3-1, E=0-1-8, F=0-1-8. (lb) - Max Horz K=216(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) G, E, F except D=-133(LC 10) Max Grav All reactions 250 Ib or less at joint(s) G, H. E, F except K=496(LC 1), D=275(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -K=-446/131 NOTES- (11) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G. E, F except (jt=lb) D=133. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E. F. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. F2{yk`; ,- December 29,2016 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. I, 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 tlesign parameters and property incorporate this design into the overall A ■ iTe k• building design. Bracing Indicated 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. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus He' his CA 95610 Job 'Truss Truss Type Qty Ply Peppier Restoration i �2 LUMBER- BRACING - 849351055 1512-073 IJ7C Jack -Open TOP CHORD 1 BOT CHORD 2X4 OF No. 18,Btr G 'Except' I Rigid ceiling directly applied or 6-0-0 oc bracing, Except: C -J: 2X4 DF Stud/Std G Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:23 2016 Page 1 ID:Kl6ZK5hWP?6Kgj 1 h7638SVyDyJI-iKNSC 146JFfyph7?vM8dVVrulPZePOZPOv6vvy4P8o r 4-5.8 8-0-0 10-1.8 12-1.8 13-11-11 r 4-58 3-6-8 2 1 8 i 20-0 1 10 3 3x4 = K 2x4 11 2x4 I I Scale= 1:34.8 LOADING (psf) TCLL 20.0 15. (Roof Snow=2 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.42 I BC 0.16 ' WB 0.08 Matrix -MSH DEFL. in Vert(LL) 0.17 Vert(TL) -0.25 Horz(TL) 0.11 (loc) I/deft L/d J >416 240 1 >276 180 H n/a n/a PLATES MT20 Weight: 35 Ib GRIP 2201195 FT = 20% 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. 18,Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: C -J: 2X4 DF Stud/Std G 10.0-0 oc bracing: H-1. WEBS 2X4 DF Stud/Std G REACTIONS. All bearings Mechanical except Qt=length) K=0-5-8, D=0-3-1, E=0-1-8, F=0-1-8. (lb) - Max Horz K=216(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) G, E, F except D=-139(LC 10) Max Grav All reactions 250 lb or less at joint(s) G, H, E. F except K=496(LC 1), D=266(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -K=-408/127 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof show); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, E, F except Ut=1b) D=139. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E, F. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. v e44. ;i ilr F�;, a December 29,2016 ® WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M117473rev. 1010312015 BEFORE USE. ® I Design valid for use only with MTek®cennectors. This design is based only upon parameters shown, and is for an individual building component. not ®, o truss system. Before use. the building designer must verity the applicability of design parameters and properly 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 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 ANSIITPIt Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane - --� Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95810 Job Truss Truss Type Qty Ply Peppier Restoration I 1512-073 IJ08 Jack -Open 1 1 R49351056 .__ MT20 220/195 15. TC15.0 Lumber DOL 1.15 Job Reference (optional)_ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:17 2016 Page 1 ID:Kt6ZK5hWP?6Kgj1 h7638SVyDyJI-tAOgxEvJ WTVVEuE_efFkOFEuj_T8?gwXe_fbiKy4P6u 2.0.0G0.0 8-1-8 10-1-8 12-1.8 13-10.9 200 400 I 218 —i 20.0 22-00 1 Scale = 1:39.2 3x4 J 2x4 I I 3x4 = Ia LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.33 i Vert(LL) 0.09 H-1 >739 240 MT20 220/195 15. TC15.0 Lumber DOL 1.15 BC 0.36 I Vert(TL) -0.20 H-1 >353 180 LL Rep Stress Incr YES WB 0.09 j Horz(TL) 0.09 G n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 34 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, BOT CHORD 2X4 DF No.t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) J=0-5-8, G=Mechanical, H=Mechanical, C=0-3-1. (lb) - Max Horz J=201 (LC 10) Max Uplift All uplift 100 Ib or less al joint(s) G. H, D. E, F except C=-111(LC 10) Max Grav All reactions 250 Ib or less at joint(s) G, H, C, D, E. F except J=266(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vuit=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, H, D, E. F except Qt=1b) C=111. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I67473 rev. 101072015 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 i 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 andlor Glorl members only. Additional temporary and permanent bracing " A 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Peppier Restoration �1171 SPACING- 849351057 1512073 iJ8B Jack -Open in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL — TC 0.45 i Vert(LL) Job Reference optional) ,Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:24 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJ1-AWxU Pe?itdNWazGKZdtNAkO35ouH8riZFZsSSQy4P8n I 5-5-8 1 8-0-0 i 10-1-8r 12-1-8 ! 14-1-8 i 15.10.15 5-5-8 2-6-8 2-1-8 2-0.0 2-0-0 1.9.7 ai L 3x4 = 2x4 II 2x4 II 0 Io Scale = 1:39.2 (ps20 TCLLDING 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.45 i Vert(LL) 0.18 K >385 240 1IT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.20 I Vert(TL) -0.30 K >231 180 BCLL0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.09 H n/a n/a BCOL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 38 Ib FT = 20% 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 'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. C -K: 2X4 OF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. All bearings 0-1-8 except Qt=length) H=Mechanical, 1=Mechanical, L=0-5-8, D=0-3-1. (lb) - Max Horz L=247(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) H, E, F, G except D=138(LC 10) Max Grav All reactions 250 Ib or less at joint(s) H, I, E, F, G except L=496(LC 1), D=273(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-250/72 WEBS B -L=-446/128 NOTES- (11) 1) Wind: ASCE 7-10; Vuit=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E, F, G. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, E. F, G except (jt=1b) D=138. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E, F, G. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 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 properly incorporate this design into the overall ■■ building design. Bracing indicated i5 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 ANSIrrP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22.314. Suite 109 Citrus Heights, CA 95810 Job Truss Tr SPACING- 2-0-0 ! CSI. Qty PlyPeppier Restoration I Plate Grip DOL 1.15 TC 0.15 I Vert(LL) 0.00 D -E >999 240 R49351058 1512-073 1j:`-SS0TP'-`n - 1 1 BCLL 0.0 __ Horz(TL) -0.03 C n/a n/a Job Reference L tional ,Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:25 2016 Page 1 ID:Kl6ZK5hWP?6Kgj t h7638SVyDyJI-ejVsd—OKewVMC7rMKPcixZIXCFSIJaiUDbO—ly4PBm 3-10-15 E 2x4 Scale= 1:12.6 LOADING (psf) SPACING- 2-0-0 ! CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.15 I Vert(LL) 0.00 D -E >999 240 MT20 220/195 15. BCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.00 D -E >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.05 Horz(TL) -0.03 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) C=-3/Mechanical, D=-38/Mechanical, E=389/0-5-8 Max Horz E=60(LC 10) Max Uplift C=-26(LC 10). D=-38(LC 1), E=-53(LC 6) Max Grav D=14(LC 6),E=390(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C. D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. -V r wi t „ rr // December 29,2016 AWARNING - Vedry, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AlIP7473 row. 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 Wit atuss system. Before use, the building designer must verify the applicability of design parameters antl properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI. TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ job Truss Truss TypeOfy Peppier Restoration Ply]Job SPACING-2-0-0 ��-- DEFL. in (loc) I/dell L/d 1512-073 K2 Jack -Open Plate Grip DOL 1.15 TC 0.24 -- -- -- MT20 220/195 Reference (o tional)849351059 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:25 2016 Page 1 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-ejVsd_OKewVMC7A%KPcixZH7CGFtiHiUDbO ty4P8m r 4-0.0 5-10-15 4-0-0 1-10-15 Scale= 1:16.9 2X4 it Plate Offsets (X,Y)-- IA:0-0-2 Edgel LOADING (psl) SPACING-2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP 0.0 TCLL 20.020.0) (Roof Snow= 2 20) Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.03 E >777 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.09 Vert(TL) 0.06 E >358 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) /a 0.05 D n/a Ilia 10.0 Code IBC2012rrP12007 Matrix -MSH I Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) 0=63/Mechanical, F=38712-0-0, C=39/0-1-8 Max Horz F=91 (LC 10) Max Uplift D=-28(LC 10), F=-33(LC 6), C=-68(LC 10) Max Grav D=71(LC 17), F=387(LC 1), C=48(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -F=-335/64 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.Opsf; h=25f1; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 nonconcufrent 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, F, C. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. "Nz'✓Jt a �! �t- December 29,2016 N WARNING - Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 bilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing uiVliTe �• is always required for stability and to prevent collapse wdh possible personal injury and properly 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job ITruss Truss Type Qty Ply Peppier Restoration TCLL (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 F -G >999 240 849351060 1512-073 K3 Jack -Open 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 E n/a n/a Job Reference L tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:26 2016 Page 1 ID:Kl6ZK5hWP?6Kgj t h7638SVy0yJl-6v3EgJOzPEdDpGQig2wrF95TlcbecmgsitLZWJy4 P81 r 4.0.07-10-15 4-0-0 —1 3-10-15 Scale = 1:21.2 G 2x4 11 (psf) LDING s200 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 F -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.00 F -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings Mechanical except (jt=length) G=0-5-6, C=0-1-8. D=0-1-8. (lb) - Max Horz G=122(LC 10) Max Uplift All uplift 100 Ib or less al joint(s) E, F, G. C, D Max Grav All reactions 250 Ib or less at joint(s) E, F, C. D except G=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F, G, C, D. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING - Verify des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rov. 10/0/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not 1 a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall A �iTek`• building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVl fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log _ Jnb (Truss. --J Truss Type Qty Ply Peppier Restoration IK4 ]Jack-Open PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 849351061 1512-073 1 1 TCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) Job Reference (optional)_ Systems Plus Lumber Cc, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:26 2016 Page 1 ID:Kt6ZK5hWP?6Kgj t h7638SVy0yJ I-0v3EgJOzPEdOpGOig2wrF95TlcbecmgsitLZWJy4PBl I 4-0-0 9-10-15 4-0-0 5-10-15 Scale = 1:25.4 2x4 11 �g LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.14 ( Vert(LL) 0.00 G -H >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.00 G -H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 C n/a n/a BCDL 10.0 Code IBC2012/-rP12007 Matrix -MSH Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. i&Btf G TOP CHORD Structural wood sheathing directly applied oro -0-0 cc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. All bearings 0-1-8 except (jt=length) F=Mechanical, G=Mechanical, H=0-5-8. (lb) - Max Horz H=153(LC 10) Max Uplift All uplift 1001b or less at joints) F. G, C, D, E Max Grav All reactions 250 lb or less at joint(s) F, C, D. E except H=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10: Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to thus connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D. E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, G, C. D, E. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP4473 r°v. 10/03/2015 BEFORE USE. Design validforuse only with MiTek® connectors. This design is. based only upon parameters shown, and is for an individual building component. not �• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95810 Job Truss SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d ion I Erussype �QryPly Vert(LL) 0.00 H-1 >999 240 MT20 220/195 1512-073 KS pen 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.05 1 Horz(TL) -0.03 G n/a n/a b Referencerotpt onapR49351062 Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:27 2016 Page 1 ID:Kt6ZK5hWP?6Kgjl h7638SVyDyJ I-a5cctfl bAY14RQ?vEIR4oMee20xrLD3?xX472ly4P8k 4-0-0 11-10-15 4-0-0 7-10-15 Scale = 1:29.7 2x4 = 2x4 11 it LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 I Vert(LL) 0.00 H-1 >999 240 MT20 220/195 TCDLSnow=20.5)0 Lumber DOL 1.15 BC 0.14 Vert(TL) 0.00 H-1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 1 Horz(TL) -0.03 G n/a n/a I BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH i Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. All bearings 0-1-8 except Qt=length) G=Mechanical, H=Mechanical, 1=0-5-8. (lb) - Max Horz 1=184(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) G. H, C. D, E, F Max Grav All reactions 250 Ib or less at joint(s) G, C, D, E, F except 1=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) C, D, E, F. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, H, C. D, E, F. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D, E, F. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 A WARNING-Verffy 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. notDot a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall Mew ek• building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVliT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hls CA 95610 Truss Truss Type Qty Ply Peppier Restoration Flbb TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 849351063 1512-073 K6 Jack -Open 4 1 I BC 0.13 Vert(TL) 0.01 D -E >999 180 BCLL 0.0 Job Reference (o tional _ Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:27 2016 Page 1 ID: Kt6ZK5h WP?6Kgj t h7638SVyDyJ I-a5ec1 f1 bAY14RQ?vEIR4oMeejOx2LDy?xX472ly4P8k 5-1-7 2x4 II Scale= 1:15.7 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 D -E >999 240 MT20 220/195 TCDLSnow=20.5)1.0 Lumber DOL 1.15 I BC 0.13 Vert(TL) 0.01 D -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.03 C n!a nla BCDL 10,0 Code IBC2012/TPI2007 Matrix -MSH Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins. BOT CHORD 2X4 OF No. 1&B1r G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) C=61 /Mechanical, D=-1/Mechanical, E=395/0-5-8 Max Horz E=79(LC 10) Max Uplift C=45(LC 10), D=-l(LC 1), E=44(LC 6) Max Grav C=68(LC 16), D=28(LC 5), E=398(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS S -E=-275182 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 94 4" c`5;'�.1'.,,;�,.'.ii� December 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M{Tek® connectors. This design is based only upon parameters shown, and is for an individual building component not a miss system. Before use, the building designer must verify the applicability ofdesign parameters and property incorporate this design into the overall Welk' A ■■■ building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing iVliTe 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 ANSIrrPl1 Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job frusT s Truss Type Qty PlyPeppier Restoration I Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 D -E >999 240 R49351064 1512-073 �K7 Jack -Open— 4 1 — Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 C nla n/a Job Reference (optional) _ Systems Plus Lumber Co, Anderson, CA - 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 28 14:51:28 2016 Page 1 ID:Kt6ZK5hWP?6Kgj 1 h7638SVyDyJI-21A_F?2Dwrtx3aZ5oTyJKaBpTQHH4gC8ABggbCy4PBj I 5-1-6 I 5-1-6 Scale= 1:15.7 uN 2x4 11 TOADING (ps200 CLL SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 D -E >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 i BC 0.13 ( Verl(TL) 0.01 D -E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 C nla n/a BCDL10.0 Code IBC2012/TPI2007 Matrix -MSH Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins. BOT CHORD 2X4 DF No. 1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) C=60/Mechanical, D=-1/Mechanical, E=395/0-5-8 Max Horz E=79(LC 10) Max Uplift C=-45(LC 10), D=-1 (LC 1), E=-44(LC 6) Max Grav C=68(LC 16), D=28(LC 5), E=398(LC 16) FORCES. (lb) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. WEBS B -E=-274/82 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; CI= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D. E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0712015 BEFORE USE. Design valid for use only with MRek® 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 � A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is 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 ANSITfP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' his CA 95810 .h„b ITruss TrussType Qty Ply Peppier Restoration . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 I TC 0.15 R49351065 1512-073 jSJ1 Jack -Open 5 1 � I TCDL 15.0 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed Dec 2814:51:28 2016 Page 1 ID:Kt6ZK5hWP?6Kgjlh7638SVyDyJI-21A F?2Dwrtx3aZ5oTyJKaBpnQH849J8ABggbCy4P8j i 3-11-11 4-0,0 3-11-11 0-d-5 Scale= 1:12.8 2.4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 I TC 0.15 Vert(LL) 0.00 D -E >999 240 MT20 220/195 (Roof Snow=20.0) I � TCDL 15.0 Lumber DOL 1.15 BC 0.14 j Vert(TL) 0.00 D -E >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.05 Horz(TL) -0.03 C n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MSH i Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Bir G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) C=1/Mechanical, 0=-38/Mechanical. E=389/0-5.8 Max Horz E=611 (LC 10) Max Uplift C=-27(LC 10). D=-38(LC 1), E=-53(LC 6) Max Grav C=4(LC 16), D=14(LC 6), E=390(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It: Exp C: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 29,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?Ex REFERENCE PAGE 11,1II.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 verity the applicability of design parameters and property incorporate this design into the overall N A ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available front Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 I Citrus Heights, CA 95610 _J Jpb (Truss Truss Type Qty Ply Peppler Restoration in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL R49351066 1312-073 ,1�SJ2 Jack -Open - 5 1 TCDL 15.0 15. Lumber DOL 1.15 BC 0.11 Vert(TL) Job Rate rence (o tional — — systems rIUS LUmDer GO, .Anderson, GA I tI.U1U s Apr zU 2U1b MI lax Industries, Inc. uvea uec zu 14:o1:z`4.eu to rage I I D: Kt6ZK5h WP?6Kgj 1 h7638SVyDyJ I-WUkNSL3rh9?ogk8HLATYtnj_upewp7KIOrZD7ey4P8i 4-0-0 5-11-11 1 4-0-0 1-11-11 ' Scale= 1:17.0 A E D 2x4 11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.00 E >999 240 MT20 220/195 TCDL 15.0 15. Lumber DOL 1.15 BC 0.11 Vert(TL) 0.00 D -E >999 180 BC0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.02 C n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH Weight:15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD . Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2X4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) C=96/Mechanical, D=-23/Mechanical, E=419/0-5-8 Max Horz E=92(LC 10) Max Uplift C=-56(LC 10). D=-28(LC 22), E=-46(LC 6) Max Grav C=109(LC 17), E=423(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ! WEBS B -E=-316/111 NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of,withstanding 100 Ib uplift at joint(s) C, D, E. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ,& WARNING - Verify design pammetom and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/07/2015 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 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. IE0 ip (P A C,75435 December 29,2016 MiTek' 7777 Greenback Lane Symbols PLATE LOCATION AND ORIENTATION _ 3 " Center plate on joint unless x, y 1 /4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1 16' 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 4 WEBS Caq p O1: C) '�3. apU p4. UC7. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. . diagonal or X,bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 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 Ce -7 Cs e JH plates 0- hhr;' 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 NUMBEREDILETTERED 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 ANSIITPI 1. connectorlates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. - 8. Unless otherwise noted, moisture content lumber software or upon request. shall not exceed 19% at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE 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 4 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel t0 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 in all respects, equal to or better than that 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. 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 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where beatings i 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil ANSIlTPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood TfUSS Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MANSI/TPI 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, '�� 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015