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HomeMy WebLinkAboutB16-0412 061-490-012t _ _ u u 1 �u � � - b . .,. [ '' - tat = -k -'V? Y P � T q. z t• it v y. , •.T y. � T"� _ � 3`,.�G Butte County Building Department California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION :`N^:> :`•Butte ,County.: 'k FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard 0.21 All Carpet installed In the building interior meets the testing and product requirements of the following (check one) O ' Carpet and Rug Institute's Green Label O California Department of Public Health Standard Practice for the testing of VOCs O NSF/ANS1140 at the Gold Level O Scientific Certifications Systems Indoor Advantages. Gold O No carpet installed on this project certify that the Information provided on this form Is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Pdrd name Signature Date See other side of page for VOC Oats v d m 1 11 0 > e � A = O np v 0 K 0 0 Z7 Z1 N 0 (1 IU N tP a O O V V .2 -3 O�.00 `D m m 0 0 n N o 0 m m ° n 1 �v� � y 3 V v c P 3 d m ° 0 N C 5 d �. 0 d c a � s °I a o a N c ° a r TO 0 1 O 9 3 N w aZT 0 y O. o r0 = a>v a crm 0 o v pr' co s v Qtr 3 2 0 m 300 3' 0 M n N � N M n � N o c N Q M o' z 0 n s m a m � \ m Si z' m V < v d V � m� 0 o 0 0 � ED (. m CL •c m r o v d m 1 11 0 > e � A = O O 0 K O v r z 0 tP a Z m m .2 -3 O�.00 `D m m '° �; i0 0 N \SOC 3 1 �v� � P 3 �yWv - 0 N N d a e' m z a r TO o w aZT = a>v a crm cr > v Qtr 3 N m 300 3' V 0�-V it n M > m z s m � \ m Si z' m V < V m� 0 H r ED (. O r o v Z J F m� 0 mm oA mm � o =9 o m a 0 c D r T A M H y m n M V O m m X C m m v < <(`z� y TT o W 0 C z 0 tP a Z b � m o CL -3 O�.00 d n m m '° �; i0 0 N \SOC 1 �v� � P �yWv - 1 �;a> e n e' m z a r TO w aZT = a>v a crm 5 �;o< v Qtr 3 m 300 3' V 0�-V it n M z s m \ m Si z' V < V m� 0 m ED (. O r v Z J 0 Agency: County of Butte' TRB+ Associates TRB+ Project Number: 16.054.104.1 ECEIVD Initial Plan Review Page 1 of 7 APR 0 4 2016 Date: March 18, 2016 . TRB AND ASSOCIATES To: Drom Lord 530-680=6500 Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(c�buttecounty.net; AFranzino(a buttecountV.net, nspringercDbuttecounty.net; ddebrunner buttecoutny.net; idebrunner(a)buttecounty.net ° (via email) RE: Plan Review for: Napier Residence Project Address: 83 Northfork Road, Berry Creek, CA Agency App: No.: B16-0412 TRB+ Project No.: 16.054.104.1 At the County of Butte's request, TRB + Associates has completed its planreview for the project listed above. Please see the section entitled "FORWARD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 2/7/16: 1, 2, 3, SN, SD1, SD2 a Structural Calculations: (2 copies) A. Johnson dated 2/17/16 Truss Calculations: (2 copies) Mitek Industries dated 1/25/16 Truss Review Letter: (1 copy) A. Johnson dated 2/17/16 Energy Calculations: (2 copies) G.. Peitz dated 2/11/16 Other: (1 copy) Sq. Footage verification Plan review comments are listed on the following pages BUTTE COUNTY APR 0 1 2616 Sincerely, TRB + ASSOCIATES, INC. DEVELOPMENT SERVICES -oy �a Nicholas Ho ICC Certified Plans Examiner TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place +Suite 216 + San Ramon, CA 94583 MUNICIPALITIES UNICIPALITIES T 925 866.2633 F 925 790.0011 www.TkBplus.com 9 J NO Q i Agency: County of Butte TRB+ Project Number: 16.054.104.1 PROJECT DATA Occupancy Group: R-3 Type of Construction: VB Number of Stories: One . New Floor Area (s.f.): 1066 Fire Sprinkler System: - Valuation: $130,000 FORWARD ■ 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 �eu 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 A-1.-codesPlease indicate on the cover sheet the following building design applicable to this project per CRC Section R106..1.1: 2013 California Building Code 2013 California Residential Code 2013 California Mechanical Code 2013 California Plumbing Code 2013 California Electrical Code 2013 California Energy Code 2013 California.Green Building Standards Code A2. Please indicate the occupancy group and type of construction for this structure. For this review, it is assumed that the occupancy group is R-3 and type of construction is VB. Page 2 of 7 TRB ti. Y Agency: County of Butte TRB+ Project Number: 16.054.104.1 A3. Please indicate whether the existing building has been provided with an automatic fire sprinkler system. If an existing automatic fire sprinkler system exists, please indicate the new addition is required to have an automatic fire sprinkler system installed. CRC Section R313.2 A4. Please provide the scope of work on the cover sheet. Clarify if work is being done in the existing building. CRC Section R106.1.1 A5. It appears details 1/1 and 2/1 are being removed from the cover sheet. On the cross section detail, please remove those detail references and replace with the corrected ones. pro- i A6. Please indicate the lot shall be graded to drain surface water away from new foundation wr walls. The grade shall fall a minimum of 6 inches within the first 10 feet. CRC Section R401.3 E A7. Please specify a 6 -mil polyethylene or approved vapor retarder with joints lapped not / less than 6 inches between the concrete floor slab and the base course. CRC Section R506.2.3 A8. It appears from the Truss Calculations that the slope is 5:12, but on the cross section detail it indicates the slope as 4:12. Please coordinate. Sheet 2 PC '� A9. Please clearly indicate with legends on the floor plan what is being demolished, what is existing and what is being newly constructed. New comments may be generated after reviewing the legends. IgEMOVEP-A1:0. Please clarify the note: "not there" that was hand written in the existing building area. Al1. Please indicate uses of each room or area in the existing building. P6~ Al2. - Please provide safety or tempered glazing at the following locations per CRC Section R308.4: a. 2'6"x3' window in the hallway near the exterior door �A AF5q r17//,/C.— R0o�1 �-WiN S b. French door in the master bedroom s W. U.' Cf1t4P)1�4A/J C. Shower door in the master bathroom A1,3. Please specify the type of windows in bedrooms #2 and #3 to verify emergency escape requirements. CRC Section R308.6.8 'A14. Please provide a landing or step outside the three new exterior doors not more than 7% inches below the top of the threshold. From the foundation and cross section details, there is currently an 8 inch height between the top of the foundation to grade level. CRC Section R311.3.2 A15. Please indicate the location of an attic access opening not less than 22 inches by 30 inches. CRC Section R807.1 Sheet 3 f76 A16. It appears the doorway to the water heater access in the new building is missing from the elevation plan. Please verify. 2 A17. Please show details, including flashing, cricket, etc., at the roof where the new structure . meets the existing. CRC Section R703.8 Page 3 of 7 TRQ� Agency: County of Butte TRB+ Project Number: 16.054.104.1 SNF A18. Please specify exterior wall siding and roof covering materials on the elevation plan. CRC Section R703 & R901 p a- A A19. Please provide a calculation showing required total attic ventilation area in the new addition and calculate the number of openings required. The minimum net free ventilating area sh. be 1/150 of the area of the vented space. CRC Section R806.2 = 116o'dI PS t0Op ; "'IvCFFz Pr'" 2 A20. Please indicate smoke alarms in each bedroom and outside of the sleeping area in the immediate vicinity of the bedrooms. CRC Section R314.3 176 A21. Please indicate a carbon monoxide alarm outside of the sleeping area in the immediate vicinity of the bedrooms and in the existing building. CRC Section R315.1.4 MECHANICAL COMMENTS .96 d 3 M1. Please indicate minimum bathroom exhaust fan ratings shall be 50 cfm for intermittent ventilation or 20 cfm forcontinuous ventilation. Fans shall be ENERGY STAR compliant and provided with humidity control. CRC Section R303.3 Exception & CGBSC Section 4.506.1 M2, Please provide location of HVAC unit. If HVAC unit is located in the attic please show it within 20 feet of an attic access. opening. A level 30" working platform is required on the service side of the unit. A 24" solid floor passageway is required from the access to the working platform. Provide a receptacle and a light near the unit with a switch at the, entrance to the passageway. CMC Section 904.10 PC -3 M3. Please indicate that the vent for the dryer exhaust duct shall be a minimum of 4 inches in diameter, vented to the outside and equipped with backdraft damper per CMC Section 504.3.1. Exhaust duct length shall be 14 feet maximum with two 90 degree elbows. CMC Section 504.3.1.2 ��- 3 M4. Please specify environmental air duct exhausts (e.g., dryers, bath fans, domestic range vents, etc.) shall be equipped.with back -draft dampers. CMC Section 504.1 M5. Please specify two ventilation openings at the door to the water heater, one within 12 inches of the top and one within 12 inches of the bottom. Alternative method for combustion air may also be provided. CMC Section 701.6 PLUMBING COMMENTS P1. Please check clearance for new water heater. See CPC Section 504.3 for requirements (96 - P2. Please indicate new tank style 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 threaded. CPC'Section 608.3 & 608.5 P3. Please provide seismic bracing for anchorage of the water heater at locations equal to the top & bottom one third of its vertical dimension. The strap shall be a minimum of 4 inches above the controls. CPC Section 507.2 P4. Please indicate size and location of the propane tank on the site plan. CPC Section 1212.1 & NFPA 58 Paqe 4 of 7 TRQ s7 Agency. County of Butte TRB+ Project Number 16.054.104.1 P5. Please indicate showers and tub -shower combinations shall be provided with individual control valves of the pressure balance, thermostatic, or combination pressure balance/thermostatic mixing valve type. CPC Section 408.3 DE—4.,Vq,1_ pro P6. Please indicate that bathtub and shower floors and walls above bathtubs with installed shower. heads and in shower compartments shall be finished with a nonabsorbent surface. Such wall surfaces shall extend to a height of not less than 6 feet above the floor. CRC Section R307.2 ELECTRICAL COMMENTS E1. Please provide an electrical plan for new construction in the existing building. E2. Please provide additional receptacles at the following locations: a. Wall space in Bedroom #3 near the door b. Back right corner of the master bedroom r�( 6%der E3. Please indicate the branch-circuit(s) provided to supply the laundry receptacle outlet(s) shall have no other outlets. CEC Article 210.11(C)(2) 1,(N�.! E4. Please indicate the branch circuit(s) provided to supply bathroom receptacle outlet(s) shall have no other outlets except with the same bathroom. CEC Article 210.11(C)(3) fhl ct(o->_S E5. Please indicate all 120 -volt, single phase, 15- and 20 -ampere branch circuits supplying outlets installed in bedrooms, closets, hallways, or similar rooms or areas shall be protected by a listed arc -fault circuit interrupter, combination -type, installed to provide protection of the branch circuit. CEC Article 210.12(A) u-/ hl6rC—,S E6. Please provide a note that all 125 -volt, 15- and 20 -ampere receptacles shall be listed tamper-resistant receptacles. CEC Article 406.12 E7. Please indicate location and amp rating of electrical panel. Verify it has the capacity to support the new addition. ENERGY COMMENTS /tlNaS EN1. 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 by vacancy sensors. CEnC Section 150.0(k)5 I I EN2. Please indicate all lighting installed in the utility room shall be high"efficacy luminaires and controlled by vacancy sensors. CEnC Section 150.0(k)6 ti EN3. Please indicate 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. CEnC Section 150.0(k)7 t t EN4. Please indicate outdoor lighting as high efficacy. Alternatively, they can be controlled with motion sensors and controlled by photocontrol, astronomical time clock, or energy management control system. CEnC Section 150.0(k)9 11 EN5. Please provide an exhaust fan or indicate a bathroom fan that shall provide whole -building ventilation to meet Indoor Air Quality (IAQ) requirements. Please indicate that the fan shall be 51 cfm minimum and be on at all times when the. building is occupied. CEnC Section 150.0(o) & ASHRAE 62.2 Section 4 Page 5 of 7 TRB+ Agency: County of Butte TRB+ Project Number: 16.054.104.1 EN6. Please specify the following insulation values on cross section to match the Title 24 Documents. a. R-19 insulation for new and existing walls b. R-49 insulation for ceiling C. R-38 insulation for existing ceiling. EN7. Please indicate radiant barrier to be installed to match Title 24 Documents. GREEN BUILDING COMMENTS GB1. Please incorporate the CALGreen checklist into the plans for review. Green Building Compliance measures in addition to checklist shall be incorporated into the project drawings. 1. GB2. Please indicate that all existing noncompliant plumbing fixtures shall be replaced with S water -conserving plumbing fixtures, and all new plumbing fixtures shall comply with water - conserving plumbing fixtures. CGBSC Section 301.1:1 & 4.303.1 GB3. Please indicate the following maximum flow rate requirements for plumbing fixtures. N��"S a. Water closets: 1.28 gallons per flush b. Showerheads: 2.0 gallons per minute C. Lavatory faucets: 1.5 gallons per minute d. Kitchen faucets: 1.8 gallons per minute with 2.2 gallons per minute temporary flow WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS ��N PACT-- W1. Pleases specify on the cover sheet that this dwelling is located within a State Responsibility Area (SRA). .lc! &6 -1 -LS W2• Please specify non-combustible or ignition resistant exterior wall coverings in accordance with CRC Section R327.7. W3. Please specify exterior glazing in accordance with CRC Section R327.8. One pane of window shall also be tempered. W4. Please specify ignition resistant or non-combustible eaves and soffits 'in accordance with CRC Section R327.7.5. (Open Roof Eaves require noncombustible or ignition -resistant materials. Such as fire-resistant plywood or OSB.) W5. Please specify fire resistive exterior doors in accordance with CRC Section R327.8. (The door exterior surface shall be of noncombustible or ignition -resistant materials or be constructed of solid core wood 1-3/8" thick or have a fire -resistive rating of not less than .20 -minutes.) W6. Please specify that gable attic vents and foundation vents shall be fully covered with metal wire mesh or noncombustible materials with minimum of 1/16" and shall not exceed 1/8" openings in compliance with CRC Section R327.6.2. Page 6 of 7 TRB+ Agency: County of Butte TRB+ Project Number: 16.054.104.1 ly-61�� W7. Please specify the approved eave vents that resist the intrusion of flame..and burning embers. CBC Section R327.6.3 Exception #1 (E.g. Vulcan Vents or tested equivalent) Werj5F7 W8. Please specify that the roof gutters shall be provided with" means to prevent the accumulation of leaves and debris in the gutter. CRC Section 8327:5.4 STRUCTURAL COMMENTS l On page 18 of the structural calculation, it specifies 2 trimmers minimum for all openings larger than 4'0", but on Detail 5/SD1, the wall opening schedule specifiesL1 trimmer up to 5'0". Please coordinate.], �Q S2. Please clarify locations of 5 foot span 6"x6" and 4"4" beams in the structural calculations. S3. Please specify the separation distance required for both buildings. Please see ASCE7-10 section 12.12.3 for requirements. [END] Page 7 of 7 TRQ+ j TRB +Associates Agency: County of Butte TRB+ Project Number. 16.054.104.2 Final Plan Review Page 1 of 2 Dater April 11, 2016 To: Dorm Lord 530-680-6500 Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: PhuntcD-buttecounty.net; AFranzino(o)_buttecounty.net, nspringer(d-)buttecounty.net; ddebrunner(a)buttecoutny.net;jdebrunnera(�buttecounty.net (via email) RE: Plan Review for: Napier Residence Project Address: 83 Northfork Road, Berry Creek, CA Agency App. No.: B16-0412 TRB+ Project No.: 16.054.104.2 The following documents were received for review: Plans: (2 sets) Sheets dated 3/30/16: 1, 2, 3, SD2 Sheets undated 4, 5 Sheets dated 2/17/16: SN, SD1 Structural Calculations: (2 copies) A. Johnson dated 2/17/16 Truss Calculations: (2 copies) Mitek Industries dated 1/25/16 Truss Review Letter: (1 copy) A. Johnson dated 2/17/16 ' Energy Calculations: (2 copies) G. Peitz dated 2/11/16 ; Other: (1 copy) Sq. Footage verification (2 copies) Response A. Johnson dated 3/30/16'- (1 copy) Response Received 4/1/16 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 BUILDING SOLUTIONS for MUNICIPALITIES ms TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBpius.com Agency: County of Butte TRB+ Project Number. 16.054.104.2 CONDITIONS 1. Prior to permit issuance; applicant to incorporate the CALGreen checklist into the plans. hftp://www.buttecounty.net/Portals/1 O/Docs/DPC/DPC- 12%20R ESI D ENTIAL%200CCU PAN Cl ES%20CH EC KLISTPdf 2. The following redmarks have been applied to plans (see authorization fax from Dorm Lord, dated 04/09/2016) — 1. Sheet 1 Cross Section Detail: Add reference note "Radiant barrier to be installed." 2. Sheet 3 Elevation Plan: Add reference note to vents "Ignition resistant or non-combustible vents" 3. Sheet 3 Mechanical Note: Add note "Minimum 51 cfm IAQ vent to be provided in new or existing structure." Page 2 of 2 TRQ+ D & M CONSTRUCTION 6900 Lincoln Blvd. Oroville, CA 95966 Phone: (530)- 534-7670 Fax: (530) 534-7666 License #994982 Ink FAX msmllmw, FORM ze�9a.S X90 - 0011 To: -r E * As�oclw.� From: Attn.: All A ,� Date Sent: Phone: - # of Pages Including `This Page - Fax: a Nick Ho Subject: Redlines for Napier Residence - 83 Northfork Road - B16-0412 Hi Mr. Dorm Lord, At the Butte County's request, TRB + Associates is completing the plan review for Napier Residence - 83 Northfork Road - B 16-0412 Please fax or email a reply with the authorization to make these changes on the drawing(s). The redline changes are as follows: • 1. Sheet 1 Cross Section Detail: Add reference note "Radiant barrier to be installed." 2. Sheet 3 Elevation Plan: Add reference note to vents "Ignition resistant or non-combustible vents" 3. Sheet 3 Mechanical Note: Add note "Minimum 51 cfm IAQ vent to be provided in new or existing structure." Fax number is (925) 790-0011. If you have any further questions feel free to reply or call me. Thank you, Nicholas Ho ICC Building Plans Examiner TRB + Associates, Inc. 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 - Tel: (925) 866-2633 Fax: (925) 790-0011 nho trbplus.com R 1 ,. D & M CONSTRUCTION 6900 Lincoln Blvd. Oroville, CA 95966 Phone: (530)- 534-7670 Fax: (530) 534-7666 License #994982 � . . FAX NSMiTTAL FORM To: -(*'R f A5�0dlm� From: '? kep Attn.: N! Date Sent: 011b Phone: # of Pages Including This Page: Fax: E ' b i 5 _f D & M CONSTRUCTION 6900 Lincoln Blvd. Oroville, CA 95966 Phone: (530)- 534-7670 Fax: (530) 534-7666 License #994982 � . . FAX NSMiTTAL FORM To: -(*'R f A5�0dlm� From: '? kep Attn.: N! Date Sent: 011b Phone: # of Pages Including This Page: Fax: E ' b MAR G 8 2C,,t TR13 ANU ASSOCIATES .�®�. Summit Structural Design g 383 Rio Lindo Ave., Suite 200, Chico, CA 95926 530.592.4407 www.summitchico.com February 17, 2016 ` RE: Napier Residence Addition, 83 Northfork Road, Berry Creek, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 01/25/16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, ' Q�CFkS5/0 ���Q�'O��W C. Jph, Andy Johnson, P.E. egg o2 P. 08/30/201 sT CIVIL �P grEOF CAO" BUTTE COUNT' -BUILDING DIVjF,,,­v" ` , ,BUTTE T146�- 00UNTY o MAR 0 2 2016 .DEVELOPMENT j c SERVICES i —9 816 �® JOB: - Napier D pp�� LOCATION. Berry Creek, Ca. M iTe k. TRUSS ENGINEERING POWER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax:(916)676-1909 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY ► LUMBER ► HARDWARE - ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS TRB AND ASsodAns 655 Cal Oak Rd. - P.O. Box 1947 Oroville, Ca.95965--. • Phone: (530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANYWAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH WILL NOT BE CONSIDERED A DEFECT BUTTE COUNTY. AIPR 1 1 2016 MAR 0 2 2016 TRB AND DEVELOPMENT SERVICES This Image was created with r44*0-6 vy TIMBER -- - 'PRODUCTS INSPECTION 105 S.E. 124th -AVE. Vancouver, Wa. 98684 Phone: (360)449-3840 Fax:(360)449-3953 t r/ •`• - - _ �/moi �� BUTTE COUNT4 BUILDING DIVISIC` APPOV MiTek: MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Napier_D Fax 916/676-1909 Napier_D The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R46395198 thru 846395204 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. BUTTE COUr\'� -BUILDING D` _APP r. ' . �OESSIO& ON10 tiF 6, �u2 � o C 76428 JAZ EXP. 12/31/2016 J> January 25,201.6 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the • responsibility of the building designer; per ANSI/TPI 1. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to bosh Sld@S of irU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is olways required. See BCSI. 2. Truss bracing must be designed by an engineer. For 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or oltemative T, I, or Eliminator bracing should be considered. T cl-2 C2J WEBS 4 3. Never exceed the design loading shown and never braced 0 , stack materials on inadequately trusses. Q`r ��� 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and i plates 0 -Ag' from outside a- CJ all other interested parties. edge Of Truss. o_ 5. Cut members to bear tightly against each other. C7-8 C6-7 cs6 O t - BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction Of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 8. Unless otherwise noted, moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not oppricgble for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel t0 slots. 11. Plate type, stze, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, it no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior 01:6 (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metalgal 19. Review all portions of this design inn pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qly PlyNapier D PLATES GRIP TCLL 37.0 (Roof Snow=37.0) ' 1.15 TC 0.31 R46395198 NAPIER_D A10 GABLE , 1-�. 1 BC 0.28 Vert(TL) -0.09 2-15 >999 240 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr Job Reference o lio a Cnueawr nomes, VroVlue, cA venbo t.43U s Jul 2J ZU13 MI I eK Inousines, mc. rn Jan 2L 1 o2U:iu Zuib rage 1 ID:TnyHeThkuhhGigbrtJbXFXzt3Xt-WsTpmBo7NCGOQnPC1 DN3GOizfIInWE5yPS2cOjzskVJ 510-14 13-0-01s-1-2 260-0 27-6-0 11'x0 B-10-14 51-2 - 61-2 510-14 1$0 Scale = 1:51.8 TOP CHORD NOTCHING ALLOWED IN AREAS Bx10 M18SHS II WITH STACKED TOP CHORD ONLY; , - " HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x6 i 4 3x8 C . 4x8 11 3x4 = 14 13 12 1110 9 8 5x8 = 1$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase 1.15 TC 0.31 Vert(LL) -0.03 2-15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.09 2-15 >999 240 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) 1 Weight: 185 Ib FT = 20% LUMBER BRACING TOP -CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Std 10-0-0 oc bracing: 2-15,14-15. OTHERS 2x4 DF Std r MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, T REACTIONS All bearings 13-3-8 except (jt=length) 2=0-5-8: (lb) - Max Horz 2=-79(LC 8) Max Uplift All uplift 100 Ib or less at joints) 9 except 2=-139(LC 10), 14=144(1_C 10), 10=1105(1_C 10), 6=-110(LC 10) Max Grav All reactions 250 Ib or less atjoint(s) 13, 12, 11, 9, 8 except 2=748(LC 15), 14=1627(LC 15), 14=1510(LC 1), 10=706(LC 16), 6=443(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-778/102, 3-4=0/629, 4-5=0/542 BOT CHORD 2-15=-17/626.14-15=-17/626 WEBS 4-14=-901/95, 5-14=327/81, 5-10=656/113, 314=1175/141, 3-15=0/268' NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -:second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip.DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise Indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 9 except 0=1b) - 12=139,14=144,10=105,6=110. 12) This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASES) Standard - BUTTE cp VISION gUiLDli�iG �® r -%l � O` ONIO `F =y��P 2c2 v C 76428 z EXP. 12/31/2016 ^� *• CIV11 �TFOFCAI January 25,2016 ,&WARNING - Verffy design panemefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev..1NO3/2015 BEFORE USE. Design valid for use only with M1eM connectors. This design Is based on � upon parameters shown, and Is for an individual building component, not . a truss system. Before use, the building designer must verify the opplicabl ityof 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 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component SafetyInformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - Butte 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/ Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ff-in-sixteenths. (Drawings not to scale) Apply plates t0 both sides Of truss I. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. 0 6 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves -1/1 1 2 3 wide spacing, TOP CHORDS may require bracing, or altemative T, I, or Eliminator should be considered. cr-z C2-3bracing WEBS �a, 4 3. Never exceed the design loading,shown and never o stack materials on inadequately braced trusses. Q�� 3 �y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U eb = designer, erection supervisor, property owner and plates 0 -'AJ' from outside a �' u U all other interested parties. edge of truss. a S. Cut members to bear tightly against each other. C7-8 cal cs-s O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, s¢e, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) Occur. Icons vary but © 2006 MiTekG All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : 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 Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 • 't• a - "gyp, Jab Truss Truss Type Qty PLATES GRIP MT20 220/195 Weight: 113 lb FT = 20% D'. ,. Design valid for use only with MIfekS connectors. This design is based only upon parameters shown, and is for an individual building component, not TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std + MiTek recommends that Stabilizers and required cross bracing IPlyNapier - R46395199 NAPIER_D A11 COMMON '9 Max Uplift 2=222([_C 10), 6=-222(LC 10) 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY -.TOP CHORD 2-3=-2902/305, 3-4=2925/388,4-5=2925/388, 5-6=2902/305 BUILDING DIVISION BOT CHORD 2-10=-200/2551, 9-10=-61/1743, 8-9=-81/1743, 6-8=200/2551 ob efere ce o t'o a rnaeawr Homes, vrovwe, i.r aanw rage ID:TnyHeThkuhhGigbrtJbXFXzt3Xt-_21BzXpd8VOtlw ObxulpcFOyixpFmF5e6n9Y9zskVl -11'x0 6.10.14 13.0.0 18-1-2 26-0-0 27-6.0 1$0 6.10.14 6.1-2 6.1-2 6-10-14 416_0 • Scale: 1/4"=1' 5x8 = $I 4 - 3x6 = ,"" - - 3x6 = 4x4 = 5x5 = 4x4 = I 6.10-14 13.0.0 19-1-2 l 26-0.0 l 1$ LOADING (psf) TCLL 37.0 (Roof Snow=37.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.79 BC 0.74 WB 0.58 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.15 8 >999 360 Vert(TL) -0.29 2-10 >999 240 Horz(TL) 0.09 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 113 lb FT = 20% LUMBER BRACING Design valid for use only with MIfekS connectors. This design is based only upon parameters shown, and is for an individual building component, not TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std + MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (Ili/size) 2=1618/0.5-8 (min. 0-1-12),6=1618/0-5-8 (min. 0-1-12) building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Max Hort 2=81(LC 9) Max Uplift 2=222([_C 10), 6=-222(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY -.TOP CHORD 2-3=-2902/305, 3-4=2925/388,4-5=2925/388, 5-6=2902/305 BUILDING DIVISION BOT CHORD 2-10=-200/2551, 9-10=-61/1743, 8-9=-81/1743, 6-8=200/2551 WEBS 4-8=-159/1302, 5.8=724/161, 4-10=159/1302, 3-10=-724/161 APPR®VE NOTES Citrus Heights, CA 95610 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of j19.0 psf or 1.00 times flat roof load.of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.FESS10 N'9`F 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=222, 6=222. L Q�� 8) This truss is designed in the 2012 International Building Code 2306.1 �0, ``�ONIp [L'' 4, C� accordance with section and referenced standard ANSI/TPI 1. LOAD CASE(S), Standard J (°� C 76428 Z r v EXP. 12/31/2016 m 'OFCAI- 'January 25,2016 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIfekS connectors. This design is based only upon parameters shown, and is for an individual building component, not 1151- 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 b 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 ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property s/0- Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is atways required. See BCSI. 2. Truss brocing'must be designed by an engineer. For 0 61 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or aBemative T, I, or Eliminator bracing should be considered. T cl-2 c2.3 WXZiso 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O �•� ;I O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sp h = designer, erection supervisor, property owner and i plates 4- nt� from outside e� u U o_ all other interested parties. edge of truss. 0a 5. Cut members to bear tightly against each other. C7.8 co -n ca -c O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint I. required direction of slots in locations are regulated by ANSI/TPI connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOthNaf@ Of Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are rnnmum plating requirements. LATERAL BRACING LC+CATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, 1 or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 h. spacing. or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1 : National Design Specification for MetalMal 19. Review all portions of this design ( back, words and pictures) before use. Reviewingng pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSUTPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 4 � , l�. ✓� 1 .: Job Truss Truss Type Oly Ply Napler_D '.. 4x6 _ I s7-11 I 10-4-4 R46395200 NAPIER D A11A ATTIC 6 1 , 53.8 4-8.9 57-11 Plate Offsets (X,Y): [11:0-1-8.0-1-81.[13:0-1-8.0-1-81 Job Ref nee (optional .naeav .r.nsu s um <a <uu mi 1 ex mausmes, mc. rn ran « i °:<u: i< <u ro rage r ID;TnyHeThkuhhGigbrtJbXFXzt3Xt-SFbZAtgFvpXkf4Za9ePXMpnGH6sC FHFtmXj4czskVH -1110 57-11 9.9.14 1 13.0.0 157-12 1 2 20-4-5 2(r0-0 27$0 11'x0 - 57-11 4-2-3 2-7-12 2-7-12 6 42-3 57-11 1110 Scale: 114"=1' e: 4x4 = 5 .. 2x4 II ._ 4x8 = 4x5 = .. ._ . 4x5 = 4x8 = - 2x4 I I 3x8 = 4x6 _ I s7-11 I 10-4-4 157-12 I 20-4-5 I z0- o o 57-11 4-8-9 53.8 4-8.9 57-11 Plate Offsets (X,Y): [11:0-1-8.0-1-81.[13:0-1-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.22 10-11 >999 360 MT20 220/195 TCLL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.38 10-11 >817 240 Y BC0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.08 8 n/a n/a BCDL 10.0' Code IBC2012/TPl2007 (Matrix) Attic -0.10 11-13 640 360 Weight: 143 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD 2x6 OF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 2x4 DF No.2 JOINTS 1 Brace at Jt(s): 15 WEBS 2x4 DF No.2,- REACTIONS o.2,REACTIONS (Ib/size)'2=1673/0-3-8 (min. 0-1-13),8=167310-3-8 (min. 0-1-13) Max Horz 2=81 (LC 9) Max Upltft2=189(LC 10), 8=189(1-C 10) c FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3246/241, 3-4=2580/204, 4-5=552/50, 5-6=-552/50, 6-7=2580/204, 7-8=-3246/241 BOT CHORD 2-14=150/2907,13-14=-150/2907,111-113=54/23113, 110-11=150/2907, 8-10=150/2907 WEBS 4-13=0/619, 6-11=0/619, 3-13=969/107,7-111=969/107, 4-15=1884/187, 6-15=1884/187 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. BUTTE COUNTY BUILDING DIVISION -APP� ®Y�D NOTES 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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=37.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling'dead load (5.0 psf) on member(s). 4-15, 6-15 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 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 joints) except (jt=lb) 2=189, 8=189. 1 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. LOAD CASE(S) Standard �pFESS10&4 Ct =��O ONIO ZJ C 76426 7Zz O EXP. 12/31/2016 m * ../ k January 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlekb connectors. This design Is based only upon parameters shown, and k for an individual building component, not 8 - atruss 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 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 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety InformoBSuite 109 on available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus 09hts CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Dravrings not to stole) Apply plates 10 bosh Sides Of irU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. T rr 2. Tans bracing must be designed by on engineer. For 0 - /16 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T, I, or Eliminator bracing should be considered. T c1-2 C2-3Never WEBS �a, 4 3. exceed the design loading shown and never o stack materials on inadequately braced trusses. 0 O �•� 3:�y� ; O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U . = designer, erection supervisor, property owner and plates 0 -'ns' from Outside 0- u U all other interested parties. edge of truss.C7.8 CL 5. Cut members to bear tightly against each other. cd� cs c O 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 SOi1War2 Of Upon request. 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL.BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior Ono (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metalm 19. Review all portions of this design back, words ng pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TD PERFORM.'" ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty • Ply Napier D I/defl Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase 1.15 ' 846395201 NAPIER D Al2 COMMON ' 3 1 , TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.32 ob eee ce lionaft cnaeavvr Humes, �ruvnie, ",r, nonoo rayn ID:TnyHeThkuhhGigbrtJbXFXzt3Xt-wR9xODrug7fbHE8njMwmu1 KLUWASjfP050GGd2zskVG 610-14 I 13.0.0 19-1-2 I 26.0.0 127_60 610-14 6-1-2 61-2 610-14 1$-0 - Scale = 1:46.1 5x8 = 3 3x6 = - 3x6 = . 4.4 = 5x5 = 3x5 = 610.14 I 13-0-0 19-1-2 I260-0 I 610.14 61-2 61-2 610-14 Plate Offsets KY): 11:0-0-6.Edael, f8:0-2-8,0-3-01 I$ LOADING (psf) r SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 37.0 (Roof Snow=37.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.16 1-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.32 1-9 >953 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 111 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Std" MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouede. REACTIONS (Ib/size) 1=1450/0-5-8 (min. 0-i-9),5=1624/0-5-8 (min. 0-1-12) Max Horz 1=82(1-C 8) Max Uplift 1-158(LC 10), 5=225(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _- TOP CHORD 1-2=-2950/326, 2-3=2979/411, 3-4=2891/394, 4-5=2917/311 BOT CHORD 1-9=-221/2599, 8-9=86/1754, 7-8=-86/1754, 5-7=-205/2564 WEBS 3-7=-160/1260, 4-7=695/161, 3-9=181/1352, 2-9=740/168 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. . 4) This truss has been designed for greater of min roof live load of ;19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=158, 5=225. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION Y�PP V (gESS/o/v �4oQoNio y�Ftic. 2 Q C 76428 z v EXP, 12/31/2016^m yt "AW / it �rFOFCAI F��N 010- January 25,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7472rev. 1010312015 BEFORE USE. Design valid for use only with Wake connectors. This design is based onlIyy upon parameters shown, and 6 for an individual building component, not 0 insystem. Before use, the building designer must verity the opplicablfiy of design parameters and property incorporate this design Into the overall Wel , 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 ANSI/1PI1 Quality Cdtedo, DSB-89 and BCSI Building Component - Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 7777 Greenback Lana Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is otways required. See SCSI. n 2. Tens bracing must be designed by an engineer. For 0-1/1 6 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or altemative T. I, or Eliminator T bracing should be considered. T ci-2 cza WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. A04 O '� 3 ��� ; 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U z0 property interested plates 0 -'ns' from outside o- (�all other parties. of truss. o_edge 5. Cut members to bear tightly against each other. cry ��O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicbtes the •7 8 6 5 oint and embed fully. Knots and wane at joint locations required direction of slots in are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 SOttWar@ or upon r@gUEit. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE.GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% of time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not appgcoble for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size. orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (trout, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rD PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: M11-7473 rev. 10208 Job Truss Truss Type Oty Ply Na pler D OTHERS 2x4 DF Std LOADING (psf) SPACING 2-0-0 . 846395202 NAPIER -0 A20 GABLE 1 1 , TCLL 37.0 Snow=37.0) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 30, 28, 37, 36, 35, 34, 33, 32, 31, 27, 26, 25, 24, 23, 22, Plates Increase 1.15 TC 0.19 Vert(LL) Job Refere ce (optional cnaeavor Homes, �rovwe, t,h nanw r,auu s du zo zura mu ex mausmes, inc. — uan zz io:zu:m zuio rage r I D: TnyHeThkuhhGigbrtJ bX FXzt3Xt-Od iJ bZs W RO nSuOjzG3R?REtg Rv ieS EgXK4Og9UzskV F I 13-0-0 I 26.0.0 I 27-8.0 I 13.0.0 13-0-0 1�r0 ' Scale a 1:46.0 3x4 = 9 10 11 ' 37' 35 - 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4 = 26.0.0 26-0.0 I [$ Plate Offsets (X,Y): 110:0-2-0,Edgel TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 37.0 Snow=37.0) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 30, 28, 37, 36, 35, 34, 33, 32, 31, 27, 26, 25, 24, 23, 22, Plates Increase 1.15 TC 0.19 Vert(LL) 0.00 20 n/r 120 MT20 220/195 TCLL(Roof 10.0 —t 70 v Lumber Increase 1.15 BC 0.10 Vert(TL) 0.00 20 n/r 90 CjVJ� CO 0.0L ' OFCAUF�� Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 19 n/a n/a SCD 10.0" ' Code IBC2012rTP12007 (Matrix) Weight: 140 Ib FT = 20% LUMBER 1 BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. be installed during truss erection, in accordance with Stabllizer w 4) Unbalanced snow loads have been considered for this design. REACTIONS All bearings,26-0-0. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs (lb) - Max Horz 1=82(LC 8) non -concurrent with other live loads. Max Uplift All uplift 100 Ib or less atjoint(s) 1, 30, 28, 37, 36, 35, 34, 33, 32, 31, 27, 26, 25, 24, 23, 22, 21,19 14 ON10 " Max Grav All reactions 250 Ib or less atjoint(s) 1, 10, 30, 28, 36, 35, 34, 33, 32, 31, 27, 26, 25, 24, 23, BUTTE COUNTY - 22 except 37=309(LC 1), 21=317(LC 16), 19=338(LC 16) BUILDING DIVISION FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. EBS 18-21-256/60 W'APPROVED 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (J UO C 7642 $ y m fit between the bottom chord and any other members. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45f: L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs non -concurrent with other live loads. ()FESS/ON 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 14 ON10 8) Gable studs spaced at 1-4-0 oc. -' 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads., Gj 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (J UO C 7642 $ y m fit between the bottom chord and any other members. —t 70 v 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 1, 30, 28, 37, 36, 35, Q c EXP, 12/31/2016 T 34, 33, 32, 31, 27, 26, 25, 24, 23, 22, 21,19. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ a *' LOAD CASE(S) Standard CjVJ� r r OFCAUF�� January 25,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 011II-7473 rev. 10101/2015 BEFORE USE. Design valid for use only with M'rekm connectors. This design Is based on upon parameters shown, and B for an individual building component, not a truss system. Before use, the building designer must verity the applicabi ity 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 .8 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Bugding Component Suite 109 Safety Infarmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314. "' Citrus Heights, CA 95610 Symbols Numbering System AGeneral. Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ' 3/4 Center plate on joint unless x, y offsets are indicated. I6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 0-1/1 6 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or aflemative T, I, or Eliminator bracing should be considered. T T c1-2 c2-3 WEBS ca, 4 3. Never exceed the design loading,shown and never o stack materials on inadequately braced trusses. O O 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U >b property interested plates 0- ins' from outside a_ U all other parties. edge Of tIv55. 0 5. Cut members to bear tightly against each other. c» �r cs-e BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 EOttWaf@ Or upon request. 8. Unless otherwise nosed, moisture content of lumber - JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15 own are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons varybu © 2006 Mitek® All Rights Reserved approval of on engineer. r • ' a es joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, heoBh or performance risks. Consult with project engineer before use. Industry Standards: ^' ANSI/TPI1: National Design Specification for Metal 19. Review to portions of this design host, back, words and picfficie before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER M PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type ' 9ty ' . Ply Napler D'• plates Increase 1.15 TC 0.19 Vert(LL) 0.00 12 n/r 120 MT20 220/195 TCLL 10.0 846395203 NAPIER_D 8/0 GABLE 1 1 WB 0.05 Horz(TL) 0.00 11 n/a n/a - Code IBC2012/TPI2007 (Matrix) ob Refe a ce o tionall enaeawr Homes, umwne, ter, soaoo rage ID:TnyHeThkuhhGigbrtJbXFXzl3Xt-spGipus8CkvJ WYI9gmyEzSPrBJ2sBiZZklNhxzskV E 6-7-0 13-2-0 l 1 6-7-0 6-7-0 16.0 • Scale = 1:26.6 3x4 = 7 8 3x4 = ie io a ro io w is 3x4 = 13-2-0 13-2-0 7:0-2-0,Edgel 1$ " `—, TC LL 37.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP (Roof Snow=37.0) plates Increase 1.15 TC 0.19 Vert(LL) 0.00 12 n/r 120 MT20 220/195 TCLL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.01 12 TIM 90 BC0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 58 Ib FT = 20% LUMBER ! BRACING TOP CHORD 2x4 DF No.2, TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 DF No.'. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std ,MiTek recommends that Stabilizers and required cross bracing t be installed during truss erection, in accordance with Stabilizer @11glion guide. REACTIONS. All bearings 13-2-0. (lb) - Max Horz 2=44(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 11, 19, 18, 17, 14, 13 Max Grav All reactions 250 Ib or less atjoint(s) 16, 15, 19, 18, 17, 14 except 2=325(LC 1), 11=363(LC 16), . 13=451(LC 16) BUTTE COUNTY FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DIVISION WEBS 10-13=-363/76 BUILDING NOTES AF .. 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=37.0 psf (flat roof snow); Category Il; Exp•C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 37.0 psf on overhangs ' non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. Q�QFESS�Q/vq` 8) Gable studs spaced at 1-4-0 oc.`(QNIQ L, 1 Cj 9) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q' F Gj �2 2tT (V� ft between the bottom chord and any other members. U o C 76428 f^ 1 1)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 11, 19, 18, 17, 14, —t Z Cr 13. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 0 EXP• 12/31/2016 LOAD CASE(S) Standard T'9T CIVIC FOF CAli ` January 25,2016 WARNING-.Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mnek® 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 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 -- -- - - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informa8on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate'on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ff a Damage or Personal Inu1n-sixteenths 9 Injury Dimensions are in ft -in -sixteenth '5* (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is olways required. See BCSI. 2. Tens bracing "must be designed by an engineer. For braces themselves 2 3 wide truss spacing, individual lateral TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. cl-2 c2-3 WEBS �a, 4 3. Never exceed the design looding,shown and never o stack materials on inadequately braced trusses. O O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4x.2 orientation, IOCOte U >b r = 3 property interested r plates 0 ns' from outside a v all other parties. edge of truss. 5. Cut members to bear tightly against each other. c7-8 cd7 C15-6 Oa BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indjcotes the 8 7 6 5 �oint and embed fully. Knots and wane at joint required direction of slots in ocations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the A width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS Indicated ore minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 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 ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but C 2006 MiTek® All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Mal project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design ing pi back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 0 Job cnaeevor Humes, umvme, s.r aanba Truss Truss Type Qty Ply Napler D ' I/defl Ud PLATES GRIP (Roof Snow=37.0) Plates Increase 1.15 - R46395204 Fob NAPIER -0 Bit COMMON 3 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.13 Refe ence (optional 1.44u s Jul do.Lula mi i eK inausvn:s, inc. rn dan zz io:zu:1a zum rage 1 ID:TnyHeThkuhhGigbrtJbXFXzt3Xt-spGipusBCkvJWYl9gmyEzSPkAJyLBhNhZklNhxzskVE I 1 6 0 I 6-7-0 I 13-2-0 14-8-0 1 1.6.0 6-7-0 6-7-0 1-6-0 - Scale = 1:26.6 5x6 - 3 1 3x4 = 1.5x4 n 3x4 = i 6.7-0 13-2-0 6-7-0 B-7-0 Plate Offsets KY): 12:0-1-6•Edgel, 14:0-1-6.Edael 1$ LOADING (psf) TCLL 37.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=37.0) Plates Increase 1.15 TC 0.64 Vert(LL) -0.07 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.13 4-6 >999- 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hbrz(TL) 0.02 4 nla n/a BCDL 10,0' ". Code .IBC2012/TPI2007 (Matrix) Weight: 45 Ib FT = 20% LUMBER BRACING TOP CHORD 20 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x4 DF.No.2 : BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF�Std ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allation guide. REACTIONS (Ib/size) 2=887/0-5-8 (min. 0-1-8),4=88710-5-8 (min. 0-1-8) +• ' Max Harz 2=44(LC 8) Max Uplift2=142(1_C 10), 4=-142(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1145/109, 3-4=1145/109 BOT CHORD 2-6=-23/949, 4-6=23/949 WEBS 3-6=0/293 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); 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=37.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been Considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load.of 37.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=(b) 2=142, .4=142. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. ';LOADCASE(S) Standard s , r BUTTE COUNTY B®U��jI�LyL7I4�G DIVISION A i® P U V Weng KrY ;�pFESS10N,q ONiO yF'P22 C i C 76428 z � gTF,OFCAI\F���\P January' 25,2016 4.1010ARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 111II.7473 rev. 10/03/301 S BEFORE USE. Design valid for use only with MiTek® connectors. This design B based onlIyy 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, BSB -89 and BCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. - .. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stabil brocing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI. n 0.1 h 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves d 1 2 3 wide spacing. TOP CHORDS may require bracing, or aflemative T. 1, or Eliminator bracing should be considered. T t t ci-z cza WEBS ca, 4 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. p �'� �y� 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate O ep = designer, erection supervisor, property owner and i plates 0- ns� from outside u a U all other interested parties. edge of truss. h- 5. Cut members to bear tightly against each other. c7-e C6.7 c5-6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalls available In MiTek 20/20 SOtiWaf@ Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shop not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate, type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION •` ICC-ES Reports: ispecies and size, and 12. Lumber used shol be of the s p in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vory but © 2006 MTek® All Rights Reserved 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (back, words ng pi pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building.Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD ' Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd G CF1 R -PRF -01 RECEIVED Page 1 of 10 LA An A n nn•. GENERAL INFORMATION 01 �•�A/1 /{ t F 1 i. 01 Project Name Dawn Napier Addition 03 I R8 AND ASSOCIATES ' 02 Calculation Description Residence 08 Energy Use (kTDV/ftZ-yr) 03 Project Location 83 Northfork Rd. Compliance Margin Percent Improvement 04 City Berry Creek, CA 05 Standards Version Compliance 2015 06 Zip Code 95916 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 350 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ) 2086 15 Number of Zones 2 16 Slab Area (ftZ) 2086 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No r2O Addition Slab Area (ftZ) N/A 21 Glazing Percentage (%) 12.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance r 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one`or more Special Features shown below 06 EVVEWED FOR CO®Wi LI�I�C COUNTY AOR CODE COi'd11�LiNi��s✓irry��MAR 0 2 2016 DAT E gyp BY 1r m Registration Number: 216-NO055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30 VELOPMENT ?��� HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 SERVICES Re o -7a at �2 6�2 '1:1030�:59'� 19) 6=041 � p t , L. . � - ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 53.06 45.69 7.37 13.9% Space Cooling 45.89 50.97 -5.08 -11.1% IAQ Ventilation 1.14 1.14 0.00 0.0% Water Heating 33.93 35.61 -1.68 -5.0% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total PERM IT*34 02 I i7rF (l. YZ .33.4] I INTY n UFi , PhAFNT SERV r S 0.61 0.5% EVVEWED FOR CO®Wi LI�I�C COUNTY AOR CODE COi'd11�LiNi��s✓irry��MAR 0 2 2016 DAT E gyp BY 1r m Registration Number: 216-NO055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30 VELOPMENT ?��� HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 SERVICES Re o -7a at �2 6�2 '1:1030�:59'� 19) 6=041 � p t , L. . � - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins I HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 10 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: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • --None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components" iricluded in the performance compliance approach fo-r 66 Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not' ' lated by Title 24; Past 6 (sucli as domestic"appliances —6 consumer'electr`onics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 194.70 194.09 0.61 0.3% * 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 Dawn Napier Addition 2086 1 3 2 0 2 BUTTE COUNTY 9,' 0'1 D,i' G DIVISION e� tiED Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-1110:30:59 CERTWICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd CFI R -PRF -01 Page 3 of 10 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Existing Conditioned Ductless Heat Pump 1020 12 Existing WH -elect Construction Addition Conditioned Forced Air HVAC 1066 9 New WH -propane OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (f:2) Window & Door Area (ft2 Tilt (deg) Fwall Existing R19 Wall 350 Front 360 64 90 Bwall Existing R19 Wall 170 Back 360 34 90 Rwall Existing R19 Wall 260 Right 312 25 90 Lwall Existing. R19 Wall 80 Left 408 25 90 Ceiling (below attic) 1 Existing u R38 Ceiling below attic y 2086 Fwall-add'n Addition ' -R19 Wall 3 7 ; s E ((350 ,Front, 234 90 Bwall-add'n AdditionV r R19 Wall �. 170 Back: 234 72.03 90 Rwall-add'n Addition{ _ 'R19 Wall _ .-, 260Right w 396 36 90 Lwall-add'n Addition4 i t ". 3'► •R19 Wallr I 80 i Left- V- ^ 396 51.5 90 Ceiling (below attic) 1-2 Addition R49 Ceiling below attic 1066 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic . Asphalt RB Roof Ventilated 6 0.1 0.85 Yes No Registration Number: 216-N0055536A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-02-16 11:30:53 Report Version - CF1R-08252015-744 BUTTE COUNTY BUILDING DIVISION "fD HERS Provider: CaICERTS inc. Report Generated at: 2016-02-1110:30:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd ' CF1 R -PRF -01 Page 4 of 10 WINDOWS " 4 r a.. a V, -„r 4 ! ,* V i' V A, 01 02 03 04 Name Side of Building 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli Area er (ft) U -factor SHGC Exterior Shading (n) (2) 5640 xo Window Fwall (Front -350) 5.5 4.0 2 44.0 0.34 0.28 Insect Screen (default) (e) 5050 xo-4 Window Bwall (Back -170) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) (e) 3030 xo-2 Window Bwall (Back -170) 3.0 3.0 1 9.0 0.34 0.28 Insect Screen (default) (e) 5050 xo-2 Window Rwall (Right -260) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) (e) 5050 xo-3 Window Lwall (Left -80) 5.0 5.0 1 25.0 0.34 0.28 Insect Screen (default) (n) 3040 (master) Window Bwall-add'n (Back -170) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) (n) 6' French Dr Window Bwall-add'n (Back -170) 6.0 6.7 1 40.0 0.34 0.30 None (n) 3' 1/2 Lt. Window Bwall-add'n (Back -170) 3.0 6.7 1 20.0 0.34 0.30 None (n) 3040 (master) -2 Window Rwall-add'n (Right -260) 3.0 4.0 1 12.0 0.34 0.28 Insect Screen (default) (n) (2) 3016 Window Rwall-add'n (Right -260) 3.0 1.5 2 9.0 0.34 0.28 Insect Screen (default) (n) 5030-2 Window Rwall-add'n (Right -260) 5.0 3.0 1 15.0 0.34 0.28 Insect Screen (default) (n) 2630 Window Lwall-add'n (Left-80)_� 1- �r2:5,,-fr. �, 3.0 T; 1 7.5 0.34 0.28 Insect Screen (default) (n) 3030 Window Lwall-add'n (Left -80) ` ' 3.0 '�; ., 3.0 1,�, &--9.0 0.34 0.28 Insect Screen (default) (n) 5030 Window } Lw6ll;add'n'(Left-80) �� y . } Vit, 5.0 - v,l 3.0 1 111 ' �- .15.0 0.34 0.28 Insect Screen (default) DOORS " 4 r a.. a V, -„r 4 ! ,* V i' V A, 01 02 03 04 Name Side of Building Area (ft2) 1.1 -factor Front Dr Fwall 20.0 0.50 Side Door Lwall-add'n 20.0 0.50 a BUTTE COUNTY BUILDING DIVISION APPRou V Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-1110:30:59 .CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Page 5 of 10 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd OVERHANGS AND FINS 01 02 �' 03 = w '�.1 - 04 �` OS�,.t' ^'06 07 Total Cavity Winter Design 01 02 03 04 05 06 07 08 09 10 11 12 13 14 • Cavity/ Frame: no insul. / 2x4 Overhang Left Fin Asphalt RB Roof Attic Roofs Right Fin 2x4 @ 24 in. O.C. Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up (n) (2) 5640 xo 0 0 0 0 0 1 0 0 0 0 36 2.5 18 0 (e) 5050 xo-2 2 5 10 10 1 26 2.5 5 0 0 0 0 0 (e) 5050 xo-3 2 5 10 10 1 0 0 0 0 0 0 0 0 (n) 3040 (master) 1 4 2.5 30 0 0 0 0 0 26 6 21 0 (n) 6' French Dr 1 10 11 20 0 0 0 0 0 26 6 8 0 (n) 3' 1/2 Lt. 0 0 0 0 0 0 0 0 0 26 6 1 0 (n) 3040 (master) -2 1.5 2.3 30 2 0.75 0 0 0 0 0 0 0 0 (n) (2) 3016 1.5 2 15 13 0.75 0 0 0 0 0 0 0 0 (n) 5030-2 1.5 2.3 4 20 0.5 0 0 0 0 0 0 0 0 (n) 2630 1.5 2.3 40 30 0.75 30 6 1 0 0 0 0 0 (n) 3030 1.5 2.3 ; . 40 17 0.75 30',,--_, 6 1 16 0 1 0 1 0 0 0 (n) 5030 1.5 „ 2.3 t 40--,,' ; ,'4 ....x0.75. ,', 30 .'�� 6' ; ', ;127,- 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS l 01 02 �' 03 = w '�.1 - 04 �` OS�,.t' ^'06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity/ Frame: R-19 / 2x6 R19 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 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R49 Ceiling below attic attic) Wood Framed Ceiling 1 in. O.C. R49 0.020 Over Floor Joists: R-39.9 insul. BUT; t COUNTY BUILDING DIVISION Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 AP, Prq�-'' ERs Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - MR -08252015-744 Report Generated at: 2016-02-1110:30:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd CFI R -PRF -01 Page 6 of 10 SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Existing 1020 120 None 0.8 No Slab On Grade -2 Addition 1066 132 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 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 01 0203 f -. �. 04.E 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Existing WH -elect - 1/1 DHW Standard 40 Gal. Electric 1 - none - New WH -propane - 1/1 DHW , Standard r - 40 Gal. Propane 1 none - WATER HEATERS 01 01 0203 f -. �. 04.E •' OS , 06 07 08 Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Existing WH -elect - 1/1 Tank Exterior Tank Volume Energy Factor or -- Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R -value (Fraction) 40 Gal. Electric none Small Storage 40 0.97 8000 -watts 0 0 40 Gal. Propane Propane Small Storage 40 0.62 40000-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 Existing WH -elect - 1/1 --- New WH -propane - 1/1 -- --- —_ Rf. rr�i P r i I iirry — -� BUILDING DIVISION Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-08252015-744 Report Generated at: 2016-02-1110:30:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 'Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Page 7 of 10 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Forced Air HVAC Other Heating and Cooling System Furn 96 15 SEER - 12.44 EER HVAC Fan 1 Attic Default SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:::2 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 None None HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Furn 96 , l j;, JCntrlFumace .Fuel fired central furnace ` ° 96 AFUE HVAC - HEAT PUMPS.`, ; :� y ,, s ' �` • :� ! ` , ; . J �' ' 4. t 1 01 02', � 03 PO 05 O6; . 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 DuctlessHeatPump 9.5 32000 21600 17 J 13 No No Heat Pump System 1 -hers -cool HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Efficiency Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification 15 SEER - 12.44 EER SplitAirCond 12.44 15 Not Zonal Single Speed 15 SEER - 12.44 EER -hers -cool Ductless HeatPump 13 17 Not Zonal Single Speed 15 SEER - 12.44 EER -hers -cool uv 9 c c k-.UUIV I Y �..UIIILDINO ®!VISION PPROVE® Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-1110:30:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd CFI R -PRF -01 Page 8 of 10 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge 15 SEER - 12.44 EER -hers -cool Required 350 Not Required Required Required Heat Pump System 1 -hers -cool Not Required Not Required Not Required Not Required Required HVAC - DISTRIBUTION SYSTEMS 01 02 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist Verified Duct F -Location' W no ducts None HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target(%), Verified Duct F -Location' W Verified Duct Design I Buried Ducts �! Deeply Buried Ducts Low -leakage Air Handler Attic Default -hers dist Required 6.0 t t t Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS rt A `I / r__ FIN 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan IAQ CFM BUTTE COUNTY --- HVAC FAN SYSTEMS - HERS VERIFICATION A `I / r__ FIN 01 02 b a Y t `.-,, V L_ L—# 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 50.86 0.25 Default 0 Required Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-1110:30:59 'CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd BUTTE COUNTY BUILDING DIVISION r1VD CF1 R -PRF -01 Page 9 of 10 Registration Number: 216-N0055536A-000000000-0000 Registration Date/Time: 2016-02-16 11:30:53 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-1110:30:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Dawn Napier Addition Calculation Date/Time: 10:29, Thu, Feb 11, 2016 Calculation Description: Compliance Input File Name: Dorm Lord - Dawn Napier.ribd 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: r uc" Greg Peitz Company: Signature Date: Gregory A. Peitz Architecture 2016-02-11 10:42:58 Address: CEA/HERS Certification Identification (If applicable): 383 Rio Lindo Ave City/State/Zip: Phone: Chico, CA 95926 530-894-5719 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. k 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents; worksheets, calculations, plans and specifications submitted to the enforcement.agency for approval with this building permit application. Responsible Designer Name:?Responsible Designer Signature,'', f �, `J! i i{iq /�axsre�/�easc� Manuel Med rano i i 1 S r tom- F� Company: t 4 [ R 'ii D & M CONSTRUCTION Date Signed: j►"° 1r 2016-02-16 11:30:53 Address: License: 6900 LINCOLN BLVD 994982' City/State/Zip: Phone: OROVILLE, CA 95966 530-534-7670 X123 9UTTE COUNTY SO DIVISION AP ED 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-N0055536A-000000000-0000 Registration Date/Time: 2016-02-1611:30:53 . CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744' HERS Provider: CaICERTS inc. Report Generated at: 2016-02-1110:30:59 '/t'-. ..- w6 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com RECEWE TRB AND ASSOCIATES Structural Calculations For: BUTTE COUNTY MAR 0 2 2016 DEVELOPMENT SERVICES R/6-(DqIa Client: Dawn Napier PERMIT# - Oy12 BUTTE CCOUaNTY DEVELOPIV1ENT SERVICES F(pject: RE ��=_ IAN FOR Napier Addition ����� CE DATE BY__M Address: 83 Northfork Road, Berry Creek, CA 02/11/ 11. hILViL'"iib FOR CODE COMPLIANCE APR 1 1 2016 TRB AND ASSOCIATES Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. 0 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBCANO ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL -CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE, C) THE DRAWINGS AND CALCULATIONS REPRESCNTTHE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE DO NOTSHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING,, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE. CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS`NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OFTHE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OFTHE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE. RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK/ FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING= 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL. WITH A FOOTING DEPTH BELOW FROS'TUNE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL F) ALL FINISHED GRADE SHALLSLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPESUB-DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON ORADJACENTTO SLOPES; A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE/ REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITI-I A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE. EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TOTHE LATEST" EDITION OF ACI 318, F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE.; AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 43 BARS AT 1S" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USES -1/2" SLAB WITH 43 AT 15" E.W. ABOVE N110-DEPTI•I OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF. SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW-CUTTOP %- OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16%0" WHERE SLAB IS REINFORCED, SAW CUT AT' INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINSTAND PERMANENTLY EXPOSCDTO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: Its BARS AND SMALLER: I W M6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: U.." 1) REINFORCEMENT SHALL BE, GRADE 60 PER ASTM A61.5 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. M.') 05 AND LARGER REBAR SHALL NOT BE RE-BENT, 1.) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BE'F'ORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A,) SHEATHING: 1. ROOF SHEATHING: A* APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, '12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL. PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: YL" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" Q.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO,ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N,O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY. SHEATHING WITH EXTERIOR EXPOSURESHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CDC 2.303.1.3, RITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BESUDMLTTEDTO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC.1704.2. q MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3,100 PSI & TV = 285 PSI MIN„ AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER•481 C2:) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 3100 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS ANDS" X 3" X.229' THICK PLATE WASHERS LOCATED AT 6'.0" O.C, MAX. WITH ONE DOLT LOCATED 1'-0" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL. BE LOCATED I5" MAXIMUM FROM FACE OF WALL SHEATHING. ATSHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL.UNO PER PLANS AND DETAILS. [.). FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A, OR W,C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L N1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE Of L k2 U.N.O. 4. 2X JOISTS SHALL BE DFL 112 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L 02 6. EXPOSED BEAMS SHALL BE DF -L N1 APPEARANCE GRADE FREE OF HFART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED"TO WEATHER OR WITHIN 1.8" OF FOUNDATION, NAILS SHALL DE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS.SHALL BEASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS l.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BYTHE SPECIFIC TREATMENT APPLIED TO WOOD. 1:)• MANUFACTURED "I" JOISTS: MANUFACTURED L JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N:O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND).WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1-Y. LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CDC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE.; CONTRACTOR SHALL 'TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE. EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILEDTOGETHER WITH:16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS:, PROVIOE DOUBLE FLOORJOISTS UNDER PARTITION WALLS RUNNING PARALLELTO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR; OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC, .. C.) 13LOCKING: PROVIDE SOLID BLOCKING IN JOIST, FRAMING ABOVEALL SUPPORTS AND MIDSPAN 01: JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A. SUPPORT: SUPPORT ALL UPPER LEVEL POSTS ANDTRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGHTLOOR SYSTEMS. B,) WHERE. POSTS WITH COLUMN CAPS OR BEARING PLATES ARESPECIFIED, THE LOAD IS TO BE TRANSFERRED TOTHE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-S WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL.SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 4B" LONG WITH (12)16d SINKERS EACH SIDE OF EACH SPLICE U.N.O.: WHERE SPLICE IS INTERRUPTED; USEST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT. M ID -H EIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE H1LT1 QWIK-BOLT 11 OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE. NOT ALLOW ED.'STUDSSHALL HAVE FULL BEARING TO T'HE FOUNDATION PLATE, E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE. AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-10. FOR SILLAND ANCHOR BOLT'SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT'3" O.C. OR LESS SHALL BE3XNOMINAL UNO.PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED.1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTSAND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE. CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERSlN'PRESERVATIVE OR FIRE RETARDANT 'TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL REDESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SITE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND.SIGNED BY AN ENGINEER UCENSED IN'THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C.) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD B PSF BOTTOM CHORD DEAD LOAD 8 PSF BOTTOM CHORD LIVE LOAD IOPSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BYT14E 20.13 CBC D) TRUSS BRIDGING 51•IALL BE AS REQUIRED AND SPECIFIED BY T14E TRUSS FABRICATOR. , E) TRUSS MANUFACTURER SHALL OBTAIN ALL. NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A)' ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS 1, 11, 111, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: 0 D) WINDSPEED: 110 MPH EXP'C PROJECT I i 2 CD ��PAGE: 4SUMMIT STRUCTURAL DESIGN ENGINEER; AT www.summitchico.com DATE. • 1 / i DESIGN OF 61 �° .v -o ,r` i 1 r , r-� c 111 _.....W 10. 7Z ' qs--) �...,..,,. T+ __..:__.. 7—r- ir—i t ! 21 -2b (11 y 1 X012 .� b IT s � f 17 PROJECT. ICD 120 PAGE. ENGINEER: SUMMIT STRUCTURAL DESIGN www.Summitcliico.corn DATE: �v DESIGN OF i _. j � � !( 1 111+ 11 • } 1 ! j i ...off.:.,_ .._..�..._._,.. ...i_-.�..... �...., .._.-.#..._.. �' - - _� ._.:� I Summit Structural Design Project: page: Engineer: Date: Desian of: M MS•Envelnne. PrncpcIurp (A-gr.F 7 -in oA ni Conditions - onditions:1. 1 -Simple Diaphragm CASE 9 2. Low-rise 3. Enclosed 4, Regular Shaped 5. Not Flexible 0 �, 6. Not Subject to: i v a) across wind loading b) vortex shedding c) instability (gallop/flutter) a � d) channeling effect i e) buffeting (upwind obstructions) i ,,.• 7. Approx. Symeirical Cross Section With Flat, Gable, or Flip Roof d 4:5" { ✓ 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the'Torsional Load Cases do Control the Design: t a' not y CASE B ��. ~�^ (1) story and hd30 ft. or � _ �L�' it'd. 1�4:i (2) story max and light framed or (2) story max and Ilex. diaphragm L_ 44 Long. Bldg, Dim. (ft) 4 2aL= 6 ft. T= 21.5 Transv. Bldg. Dim. (ft) -> 2aT= 6 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft) Exposure, .A 0= 25 Closest Roof Angle Mean Roof Exposure (50,100,1 50,200,25',or 30° Ht. (ft) B -C, D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 11 . 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1 29 1.55 A-110 13.94 ; 17.50 9.60 25 1 1 1.35 1.61 -B-1 10 2.83 4.80 30 1 1.4 1.66 C-110 9,22 12.63 9.60 35 1.05 1 1.45 1.7 D-110 2.90 4.80 40 1.09 1.49 1.74 E-110 -16.77 -7.77 -14.45 45 1.12 1.53 1.78 F-110 -9.51 -10.60 50 1.16 1.56 1.81 G-110 -11.62 -5.59 -12.34 55 1.19 1.59 1.84 H-110 7,33 -8.49 60 1.22 1.62 1.87 I PROJECT. . I ' 120 r PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: r_1J1._ www,suinniiicliico.coni DATE: DESIGN OF, i C�. ��.vl Q(��•,. �.�-, �� ice'. Y I (7a, ....... 4 �i -' 4 t Si�C� t ic:14, 7 t i» ir 47 ice'. s� �.. ♦ �' a R .:� c +fir >i�K � ��: t ,� a . d r�� �, t Yr'�.5 � �'��� �T'q. �'?� '';w� � yE,.,� , 4K�.b ,a t, rr t E,ct w. m ,R 9r�t� ♦ t.(iq'v�x� - �."vk�..� 4� -`'. i r k i t g1'b j[j) .} !♦ 4 i r L� q YVJCE t 8-, A' SL Ctr �� ka � �� .♦ .� a9 t�3s o S e= :.� � SSC c,p W°�S, �t�x �a"' ♦ 1�,1,�.� fit♦ w E °,y"` "��3� s � TOM! A ���t � n r :� .'� _ '♦ S i �r s� )�F-7'i> \ D'^d r° a 1� I,s Pte" '1H r r x f 9` -No�y e£ ft :�, � t �u��. `_♦,± 1r .5 i„ ♦ � r p t o a t Ri � i3 , - OAK" S - 't.f 041'r ..0� -:.X tw,a3'S nj '+ .''* iR. " ® _ ♦ - a r e� `� F ♦ - t t ♦ 2 z. - �i H f i�kk a., p { j s♦ TOY + t �" , 'r'j " ° $. 1 tea l3 J� "� `a< ♦Ve n� #i 51 m.�s� ,' '� ♦. Y _ S Y yy $ 83`NoilhforkRtl x Qj O a wan�. ,3 2 �, rF+� _ ,�, -d•� � y�� � A �. a > 9 R - lFI � & xs ''F g,�l p�"k �-+ a � ��, or��r -_ : %t x, �^J +`� ,rye lI. ''i ♦ ,� �: �'A. d y t ♦ ar ., .< � 6''."��i '91� `� � NUJ - � � � � � ;.: �4 �c �. 6 k xG r �' 1ea1 r Y �� _.� ♦,., a�"i.At;�MT v..•Yy44..�i♦ ♦;� oa Y nW ir2712016 ' Design. Maps Summary Report Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which Utilizes USGS hazard data available in 2008) Site Coordinates 39.5940N, 121.45.1OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III fW ix ti tt y t z, c o t Y l,i � a g 11 k, h mf§ , a �' iF - � i aye,.. F .• y y 9)tAF'T2 SO 1. ��4reT` �»I F 99 ais. t ,vq�,�i +f " 1 r fir- J" �3, a t, �. ,I� ' $,atr. k'. i y y A ... .}q �D kA7i}S7r tee, a 4, Pm r 47 ^cWov cy C!fl•E y x �as p s#T �+.p 6 F i S • i USGS-Provided Output SS = 0.632 g Sms = 0.818 g SOS = C.545 g Sl = 0.260 g SM, = 0.488 g Sol = 0:326 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.99 0.90 0.81 0,72 0.62 r 0.54 V M 0,45 0,36 0.27 0.19 0,09 MCER Response Spectrum 0.00 i ----t 0.00 0.20 0.40 0,60 0.80 1.00 1,20 .1.40 LGO 1.90 2.00 Period, T (sec) O. 0. 0. 0. tT 0. V A 0. V) 0. 0. 0. 0. 0. Design Response Spectrum 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1,90 2.00 Period, T (.sec) Although this information is a product of the U.S. Geological .Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http:llehpl-earOiquake.cr,usgs.gov/designrn apstuslsummery.php?template=minirnal8daliltaie=39.594&longi tude= • 121,451 &si teci ass=3&riskcategory=0&editio... 1i1 i Sunnmit Structural Design Project: Page: Engineer: Date: 1/27/2016 Design of: ' Seismic Load Development (ASCE 7-10) Seismic'De'sign Category D/ Ss 0.632 Mapped 0,2 sec spectral response Occupancy 2 S11 _ 0.26 Mapped 1 sec spectral response I 1 Site Classl. ' * In accordance with Ch 20: TL SMS . 0.82 Max Considered EO 16 SM1 0.49 Max.Considered EO SDS 0.545 Design Spectral. Response (0.2 Sec) SDi P_ _ 0.325 Design,.Spectral f3esponse Systemi Light Framed Shear waits �t R: Cs 6.5 Omega 3 Cd 4 Ht Limit - J 0.08 1.2.8-2 - Max Cs 0.48 Min Cs 0.02.(.01 65 outside of SJ) Ct 0.02 x 0.75 Ta 0.10 Cu 1.;4 Max T 0.15 No limit for drift Use T 0.10 Alt Ss 0.632 Ss may be 1.5 it 5 stories And rpni flnr PROJECT: i (o i 2 � PAGE: SUMMIT SUMMIT STRUCTURAL DESIGN J ENGINEER; www.summitchico.com DATE; 1c r DESIGN OF L c , c 1 1 <-, r-. r-' nt4l t- s-, 4- 2s, - t I z 2 a 1 I `�77- ral VQ 11 t I�--•} ` •--� � �_ _,f_._.. � _;_....._ ,_x� +.......fes .,. . ISI^—• E� � � �..s�_.' � ii Jit f. _. ...�_ .�,�_ ...�..-.� '».*..`_--rt.^^^- ��.�....... _ ,,,r.-i,..,,,..,.lt.�....._ ___.,� 2s's 0" :1 71 t Summit Structural Design Shear Wall Design Program Project: Date: 1/27/16 Location: Units (UNO): lbs, in Panel Thickness 3/8 Panel Orientation Short Dimension Across Studs Nail Type 8d -" Anchor Bold Diam. 1/2 Stud Spacing 16 in o;c. Spec. Grav Of Framing 0.5 S0ec.GraV Of Framing ' C -D, C -C, Ar -&PA NDS ., Fnd Sill Plate.Grade DF -L AB in 2X Sill 620 AB in 3X. Sill 730 Spt.Lt.A_ ncbbov. Reduced Index# Nail Nail Len th Diam Embed Cd, NDSValue Value 1 3 0.148 `: 1.50 1` 0:84 118 i0d i 12d 0148 175 0.99' 118 3.25 k........... �........................,.... P ....... ...,................... 1 3 . ............. ........ a ........0 16d 3.5 1.00 f41 .• .... :... r 20d ......... ........................... i 141 ,..... x.:162 • � 2.00 ,... - 0 192 2:50 .......................... 4 4 1-00 170 1 5 r 30d ............................:.....,.... ,........... ;...........::............. e 70 ..., ,..............`..........1 0.207 3:00 1.00 '• 186 186 ,.... 0.25... 2 00.......,... 1 00 .....1..........220.........: 220 6 1/4 Screw (............... a ......... ...: ................ ........ 7 3/8" Screw 0.375 i 3.00 1.00 400 ,.........400 .,... 8 A38 .... € .............................i......................,.... ................50..... .....: ..j — .................. i........................, 9 A34 365 Sb�ar.:yValf Design Edge Nail Aiowabie SW Joint Fastening SW Joint Fasteninct ea c.,�.;.,,, rx►� 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition'B fastening is the same as for single sided shear wall with same edge nailing Load,Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6 4........ 260 2 i 1.s......................................c......................... 7.. 0 8 25 8 i �� _ ........ ..... 350 2. 5.3 i 0 ......:.... 8 1 4 2 36 .�.. •�2,.77�• 4, Note 1 • _ . 380 2 ....................:.....:.................,.......;..:..................................:......,.;...........8..........:........1.4:...................o 4.9 .. ...i... :. p ... .... _ ....... 1;09 .. .. .2;56 3; Note 1 490 2 3.8 0 ;.... 8 1 "' 0 84 1.98 2; Note 1 640 2 2 9 0 i ... 8 i _ ...... 8 4 0 NG 1.52 44, Note 1 r ..Note 760 4 ` , ....... .,. 3 6 Note 2 i ;... 8 7.1 Note 2 .. ... NG ;.......1.28.... .. 33 i z 980 ,.:. 4 ....... ' .1.280. 2.8 ; Note 2 ,•.•• 9 a........4.5 Note 2 .....NG ..., .r ....................... 0.99 22 NOte..i 4 .... 2 1 i Note.2..:... 9 ............. �... 3.4 Note 2 ?..... . ... NG ........... .. 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition'B fastening is the same as for single sided shear wall with same edge nailing Project: Engineer. Design of: Shear Wall Framing Light "Framed Sheathed Shear Walls B.uistive A.3.8. SRI Lateral Wall Attachment - Attachment Y Gli Load Load -Unglb Length Len.g.th .L udJ_ft Edge .N.afl MV -Dine C_as-e pb.,il f_t). (I:t) (10 blit : kin). A Wind l 1557 ` 6.50 ! 6.50 ' 6.50 ' 240 6" E Seismic l 870�� l 6 B Wind i ......................... .........................._...., 2078 8.00 8.00 .8.00 0 o 6" ` �......_....... .. Seismic ' 937 :......a ...............................:..... 1 Wind l 12 ' 8:00 l s........................................................i.. 8.00 8 00 I 140 6" .....11.7...... .�,�.,....... Seismic 933 ' l ZI$ � 2 Wind 1123 8.50 ».......................... �..........•............. :....... 8.50 E........... 8.50 132 6"' i ! Seismic i 870 ° I ` •. ...... .........."................. ......,.. _ 102 a ................ ...; 6"o 413 l 141 JZ� Overturning (+ = uplift) avex ll e -s u—e Qavo OT OT B.ighti.n,g Met Load Lent L-ength L-Qad- N�ig.ht M.ot ewt N.1o.�11.e . t MID. NLaILL be Case, ft t . .Ib.J. ). QU- b . (ft✓Ib . (.I.b). ... A ( Wind ' 6.50 ...Seismic....._ ................... 6.50 1 150 ! ........... 9 14013 3169 1831 Seismic l...... 7830.......�............._.............. 3169 766. I B I Wind .......:.........:4..00....... ' 4.:00.......,......150 ,... � 9 Seismic i ....... �... 4217 i 1200 .. $4 € 1 ....... Wind 1 8 00 1 8.00 .,...... ;A. 9 = 10107 9600 463 iSeismic 1 4 .300....... ..`.. ..........................................I.., ; i 8433 ..........._......... 9600 -26 ,2 Wind 1 8:50 .................................. 8.50 ;............................2....,.......... 300 f 9 1 10107 10838 I 339 Seismic....( ......................., 7830 s .... ,................,. 10838 E .., „_.. �; -2260 COMPANY, PROJECT Wood"Works' seen+;+ar/nt naf7far)t.rrcv Jan, 27, 201615;55 16120 B1 Design Check Calculation Sheet WoodWarks Sizer 10.1 Loads: Load - 'TypeO1stcl.but#on - 1'aK- Laos' -"0!' igsgni.t"de �Uni.E - 5 ,rs.r 1:127` Lr:b 1rl.It Snd SCart £;nd E+oo: DG ueAl - lr 'r9a 1719 - 1b. 01 vi' Ps r 'Roof: 1..L Roof 1.:1va PU rima . � 20.00('14.501" uf. aximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) I-)-� 7/' 1 ttnPAtttored. i�00Q Roof Live 390 7.I - } io To•;o1 Beor.lnq: L12") 5 ,rs.r 1:127` Crpscs ty --- 8eaa 1719 716 1317 '-dPoorge 163u . 19'f 6 AnaA /.tMr 0.17 . . 0.9:1 Bane 'p_.77_ - O.z' supper.: 9..72 0 a2 Load Lomb, Gy, 02 t.trngr.h Mn rAO'd Q. 0, _ O.W. Ce 1.06 1.06 "b min_ 1.04 Cb' aupperc 1,j0 1.07 615 n. v u.,,b. ..bu 1 um,.11_ . _ .... -..... Timber -soft, D Fir -L, No.2, 6xG,(5-112"x5.112") supports: Alt 71mb9r-sari Boom, D.Ftr•L No;2 Total iangih W'10; Uneral support: tope at suppoms bottomz of supports. I Analysis vs..Ailowable Stress (psi) and Deflection (in) usina Nos 2012: Criterion Anaiy:lla Valua tha£ n Ya)ue AaA1 s+s/0es£ar. 5 ,rs.r v os Aetuying t�4 P.A.s 716 1W7.50 rbIra' - ().'96` Lava O0t'1'n 0.04 - <1J999 0.17 . L/360 0.9:1 ;ails Asf..l.'n 0.0.9-* L/646 0.?.5 » L/740 0. 7 Additional Data`. .ACTORS; F/E:tps11co CN :i cl. Gf CCC(' rt Cfa't. +'i Ch 11C ry' 170 1.00 1.00 1.00 - - - 1.i7(i 1,0Q 1,00 � IV, 7.50 1,00 1..00 1.00 1.000 1.000 1.00 1.110 ;..0a 1._00 - 2 rep, 629 - 1.00 1.+19 - - - 1.00 1,00 e' 1.:1 mil.) !*A. 1.a0 I,eO _ 1.00 1.00 2, CRITICAL LOAD COMBINATIONS; Shoes : s,C 47 JuMt. X-+ 1"11.6, V drilign m 1.066 1.lis 130rdinot-1: i,» q2. Dol,r, n w 1MS 9 lb3-fr. Aoflection; Lt: R.2 Oris 1, 114 vu) LC 02 - Drl:c IItot(%1) Omi34ad L'^l.tva. 8 -snow Hwvi.nd 1-£npat.i-Lr^'ceor live Le-6^enewntr.AteA E�enz;;'h:}ur�Rc �1:i LC'3 Aro 119ted An the M,A.lyslo Culiwtlt :,pall COabi1JAU.011s: ASCE 7-10 / WC 2032 CALCULATIONS; Offf3 GKK ton: 91 DD06 Ili-in2 - ^i,ve" daflalt#on Doflecticift from 6.14 non -dead ln.ids (1.iv4, wind, arlow-.i . 'ToCal Deflecticit 3.50tD,lud Load LiafieCC£on) + LjvL, Load Design Notes: 1, WoWWoft analysis and design aia fn,atrprdarxo will(' Ilio ICC Intemaliona) Betiding Code (IBC 2012), tho NatlOnai Design Spociticaiirn (NOS 2012), and NDS Design SupplOmont 7.. Please vmify that Ulu daraiM doflnctton rimits aro apptripriato_ lar youropplieotion.. I 9. Sown lu Mwr bonding members ehali be intorplly supported acsooWirt to tl}s provisions of Nos Claus.) 4,4;1, 1 COMPANY PROJECT Q).WoodWorks' Af.Jan: 27.2016 15.56 10-12081 Design Check Calculation Sheet. woodwo*s'sieor 101 Yt`n�rle• Egad Type lAftriyut_11et9 F4:^ 1.ocA:.loo. 1'ftj >IApnl::uTih aAft'. Capacitj C41Y; Stiiri. ZnU stal, End 1.4.3h iiaa. 0L- ea 0 1'.19 rea AR'4 Annl.lnev 1&.Ol 1 ! • psf 8edr LL. Root' live 'Full Aa an. A,na Support 20.00114.,.50 s.t Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Longths_(In) : a.. 43n.�+ectarti:ds trend .Root,U.V9 b'acfOKvtl: .592 140 .5,§.7 140 'Cif tai scaring( _ .1331 4341 Capacitj SendlnQl+1' .aeare 11'!92 1.4.3h Supporta 3476 AR'4 Annl.lnev - - :1.A2 -: US03 G Ham 1.00 A,na Support 0.90 D.9ti Load comb p2 p2 Length. 0, 51 0.61 .Sits rcq,'d. 0.61 0. u/ 'Ch 1.00 ou Ob rain A.ba I.oa Cb.sgpport 1.:11 1,11 Fe sou ;zS 525 Lumbar -soft, O.Fir•L, No.2, 4x6 (3-112'.'x5-112") j Supporta; kit - Timbar soft Seam, OAr•L No.1. Total langth; 5•1;2'; Lateral support top= of supports, bottom= at aunporic Analysis vs. Allowable Stress (as() and Doflection iin) usinn NDS 2012: Criterion MAIV3 ValuvValuo� 13e:;.i n Vn1uN Annl nin/n+.niSLn� S ass v+ 8'� i', u SendlnQl+1' Tb . 1.132 Fb' :11193 fblFb' - 0.97 Live Der:'n 0.05 M <L/999 0.17 4 1,/360 0.32 Total Derl'n :1.A2 -: US03 0.25 1.1240 0.411 1 Additional Data: FACTORS rtrips wru CM Cc C1: CF fru Cr crrt. ClCA LGM - .N' too t.00 1.00 1.vo. - •^ .1.00 1..120 1.00 2 Fb'- Ciao 1.00 1.00 1.00 1.000 .11.700 .2.00 1.100 1.00 1:00 2 F'cp' 625 - 1:00 4.00 - 1.00. l.An - 0' 2..6 million 1.00 1.00 - 1.00 1,40 ^ 2 CRITICAL LOAD COMBINATIONS - Shear : LC 82 0-L9', V 1310. 4 do-,ign u, 1000 .Abs Sending (I) i LC 42 041.r. M *.• 16aS lbs-tt Deflection: LC 12 04 Lr lA1vv) LC q2 0i Ls itbt'a't) O-eead t,-llva Swsnow Wzwind Iat,hpuct tirlroo.f live Lcaczncantralcd E-va th,urfn All I.C's are. liar.ed ln. elle AnDAysis output - Load ccmbinact.ona: ARCS 1-10 / 10C 20.1.2 CALCULATIONS: Collmkionr £; e - '1£1006 Ah-t.n;. - "13vn"'n-rfl;2etinn » Deflection rraa oll non-dyad'londa ti•tvo, 'w.1.nd.'•e9:v.w_.1 T:9to1 Veflection w A.S'Oftl,Sad Gond 0efloctloal ' Live ::,oad Oof.lnrt,i.or.. Design Notes: 1. Woodworks analysis and dostgn aro in accadante w(Ih the ICC international Building Code (IBC 3012), the National Dosign Spacilimlon (NDS 2012); and NOS Oa:irgn Suppimnent, 2. Please verily that (Iva darolilt dag8atlon limits ara opproprlato for your application 3. Sawn lumber bending mombeti shall be laterally suppalod according to the provisions of NOS Clause 4,41. Summit Structural Design Timber Column Design Values per NDS 3.7 4X DF-L(N) #1 Fc E d KcE c 1000 1600000 3:5 0.3 0.8 $ta.blI!tyJ3educti_on C�lu.mn CaRaFity_(I.bsa Ie (ft) Cp Fc' (psi) 4X4 4X6 08 4X10 4X12' .5 0.83 829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 625. 7656 12031. •16406 20781 25156 8 0.52 523 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14.734 11 0.31. .310 3794 5961 .8129 10297 12465 12 0.26 265. 3241 5092 6944 8796 10648 13 0:23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174. 2.133 3352 4571 .5790 7009 16 '_ 10.15 154 1885 2963 4040 5117 6195 17 . 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 1502 2360 3218 4077 4935 1.9 0.11 110 1352 2125 2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 `0.09 91 1112 1748 2383 3018 3654 22 0,08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 .856 1344 1833 2322 2811 25 0:06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0:06 55 678 1066 1453 1841 2228 28 0.05 52 G31 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0.04 45 551 865 1.180 1494' 1809 .Summit Structural Design Project: Page: Engineer: Date: . Desidn of: Roof rramin hoof Loads: DL= 16 psf LL= 20 psf Roof,plywood: 1&' CDX APA rated (-32/1"6) plywood or OSB'equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 86@ 6°' O'.C, edge and 12" O.C. field. Edge r nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses; Spacing 24" o,c. Loads: 'T.C. Live Load = 20 psf T.C. Dead Load 8 psf B.C. Dead Load= 8 psf Total Load = 36 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Typical Headers.(uno): Use 08 DF#2, use (2) trimmers min. at all. openings larger than 4'-0", Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements -�� Summit Structural Design Project: Page: Engineer: _ Date: Desi n of: Foundations Soil Bearing. - 1500 psl Concrete stem wall (Non -retaining): (fc'-2500. psi) 8" wide with (1) #4 continuous at,top of wall and #4 at 18" O.C: full height. Provide #4 at 18" O.C. vertical developed by hook Into footing, IJ.N:O. Masonry §tem wall'(Non-retaining): 8" solid grouted (fm = 1500 psi) with #4 at 24" O.C. each way. Continuous. footings: (fe' = 2500 psi) - Width Thickness,, C.ap.(piO Reinforcing 12 12 1500 (2) #4 cont. 15 1.2: ,. 1875' (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont Spread Footings:(fc'_2500 psi) Reinf..o.rci.ng .Cap,. Qonnnectgr Label Size Thickness Ea..Way Kips Simpson F1 1'-0" Sq. 12 (1) #4 1.5 PB F1.5 1'-6" Sq,. 12 (2) #4 3.375 PB F2 2' 0" Sq: 12 (3) #4 6 PB F2.5 2'-6"Sq. 12 (4) #4 9.375 PB F3 3'-0'' Sq, 12 (4) 44 13.5 CB F3.5 3'-6" Sq, 12 (5) #4 18.375 CB F4 4'4' Sq. 12 (5) #4 24 CB F4.5 4'•6" Sq 12. (6)'#4 30,375 CB F5 5'-0" Sq: 12 .(7J #4 37.5 CB F5,5 5'-6" Sq. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6,5 6'-6" Sq. 18 .(9)45 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements