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B17-1329 047-290-066 (2)
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN:(OM7- Zga-©(;(d Owner Name: �oS�• �„�.Qrs,�� Building Permit # Submit completed form in person or by mail or fax to: Butte County Development Services- Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538.7601 Fax: (530)538-2140 Owner Mailing Address: t42_9z9_ brAtbLX LAra.c Owner Phone: (S3o ZaS-/ Z -W'9 Jobsite Address: 42-1 S 5-r*SM L.A-n/ G Project Sq. Ft.: �Z5 Project Type! Construction ; I Demolition Jobsite Contact: GoaL^. Company:. 1J . Jobsite Phone: ("0)2.405'-47_" Brief description of project:. Arc)4J-4#3 By signing below, I acknowledge: that I am responsible for:complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related -to recoveryy of construction. and demolition debris and. the lack of compliance may result in delays in issuanceof building/demolition permit(s). hold on final Inspection(s) and/or penalties. Applicant: G (Owner I Contractor) .Signature: Circle z Date: g_ .¢J 4- Z o' Z MATERIAL (11 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) Lumber vS ` B[JT1$ COUNTY Plant/Tree Debris A UG 14' Dry Walt X c tail �oo� �t Metal X "aok SERVICES Cardboard Xb-e�- Other. Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County;online Recycling Directory for local recycling service providers at:www.RecycleButtemet. G3A08ddd NOISIAIa Maine uNnoo Suns RECEIVED AM 17 2017 TRB AND ASSOCIATES . ptysontNr senncct NOISV110 Maine e. ,.. UNnoo eune V7 -m BlDROOM i7, a� Z. /21-a. 2 RECEIVE® AUS il20V TRB AND ASSOCIATES 9.c 15ULTING -50N m V 1111111 FE IWO 1amme! M is SysTRmqPws LuNmERCa jilil effieldis 0611636' Chico 11 -SVLTIN6 7TT —HE N F=1 WRQ Ck UJO � 11 1 Z < -i Df UJI j. LU .14 x N —7 F=1 !Ed a jtj69 S6 ' - } i ! flm 4 Em�EH g F E � gll=�•` ® ® t ®fig � � S f •ii�Y e pl;ii ' a 6 3EY S s,;ra . r 6 •.4p 109aq ' 9jr�`s ��t�g 7:9 E qk i it �iyte. g�gE II t �€�St R • r �y S' ,• - t � Fl. f - ' n 1€�8i 8F S cct to �E 7 ]`�{7izi�lki� fll�;filSi� ` ttI ! S Sii t t � •;s i i tat' F I&€ 4 C9 g ! •: _ � F5�i4• p9�;a4 G f9 �ifj _ , Ei IE7i: iF�16 I F fl�a frmrrr 1111 nj A �a� IN eecrnN.-: IA - A SHOP 6 BEDROOM ADDITION for:In •E'{-. ioil LE I(i� 1[ ♦I `A JOSHUA 4]95STABLE d KELLY LANE, GNIGO. JIMERFIELD CALIFORNIA 95919 i�t: 7t ¢! fril ttt ,Sjjy*yR 2• �• {'•-ZZ �j5 t E3�aj 671 �ri A99E990R9 PARCEL NUMBER 04T -]AO -066 dFt� ! �: 0 1111 6• TIN6 I JOXNSON :� :.:. u:w•`.:w. STABLE LANE -------------- Til sT aLs Y" 4 i -r---------'rte- —gg —T�-------- i 3 ----------;- I i OPo wsv ILiry iJ Goog- Q woo �� ` I q1 iQ circ �-5H -T� 7Vw VICINITY MAP wLu ud K { Qwm ' I I iii ^ I• I Bsecu m � m M e m rcpo N w I I I 1 M. 4C. 32. f.2M.. RIE D.A.U. 47-29 PM. Q 1 I I I°::�::.;:.a:.: •..;. ��• 1 PAlKEI 1 PF16NG IM'OS I i I I I I I I I PROPOSEDADDITION T(. I I NORTH O I I I I I TRESIDENCE ESIDENCE `"' "• "' y I I J� n..W . u........_.° ,..,. .a. �i ... .,,...., •I�.�r ; � " ... I " -ri I Gesee�: •..,......��m SUBJECT LOT Love R[D ® PORCH: Bim 1 . NP A55E55OR5 MAP yFps'- p°E{!r§ggi,i= TR+'Qjp• '°dp iii c:74;a'yg5e :$ i$:f(. � t ss•tgat '•^ },% I : cc = x4I a pg 9 YF S'.R `Q 9 . q y 1 Fp 9 9f F i ° 3 §3e .r&EGEG' p,d•I fY'F I4' 9,SlE tl•p]3ET1 p9• tibc.•.ytf Pp4@ pai:l�.`:i EC�,i'rFip IEkjjg7 , E:1PjtC, ��tl Otic Ep�6 •'RFF� �. 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FF pib. pi'{p Ai '=) 1 Fa�j'Eg{{ t`yy22•p tt66 ! p ' § $- f, f. EE i f§ i d , 1 :d 'c, E. { °t tES Ede ! : 17a N• 64 Bt Q§4q (II 3 E 1. tG § 1 - 99 E 8 d p ' E 6 169 F• d p A x a •fiL[s p a i Ff p F g s tt E i 9 .. 1.777444.. _.dp t t •• 1p yy FCd a q AA y§ i G 9 !p x' tE i t i ITT!, ''1(°i r. i;i;�ii6€ ;4�i9E°i F , f ? x ° .J ,E. i i•,iE ^i ji i 9' f ' e °� Iq a s. r. .� ?I i JJ .p � ;• ! t. � .. .. -'' a •f r G=_p {. - ;:. .. .k� t7 '•* s•Y, � j.' :t 4ry � rT � •1L _ ^• � i � +is vw"^ '�' i- mR 3pte A SHOP 6 BEDROOM ADDITION for: •-Ii [i - p f p J05HUA 6 KELLY JIMERFIELD didi; tPFt 1i �? pi x +sE i If$$Eya pilp$ 4395 STABLE LANE, LMLO,-LIFORHIA 95913 1?iS t3;' fA t9q ! Q: Y 1�Pi§y fit' A55ESSOR5 PARCEL NUMBER 04T-2e0-066 +39 1p $ E pF P d i• ii of Department of Development Services r Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES ' PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-1329 Owner's Name: LAUGENOUR KELLY L & JIMERFIELD JOSHUA J RECEIVED Assessor's Parcel Number: 047-290-066 iJ Date of Application: 6/30/2017 - TRB AND ASSOCIATES Square Footage Verification No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: wing Area 489 Garage Area 393 Covered Area 169 Open Area 0 othe, IN No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: RECE-IByteounty Department of Development Services @( PERMIT CENTER' ! 1 -07 2017County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 TRB AND ASSOCIATES www•buttecountv.net/dds PLEASE PRINT CLEARLY P"J, fROPERTY'-OWNE!J;V N RMATION i � -° L NameFir e Mailing Address HZ95- Ciry l l � State C� q69�� Phone 530 20.S- >U -T9 Fax Email as1�- e k •Cork Cell 2"s ^'*. CONTRACTOR ' h." ,.• Name Mailing Address Ciry State Zip Phone Fax Email Cell License No. Class :;ARCHIL EGTlENGINEER, ,,.,. w�,:« Name l Mailing Addr s City �K f7. CCA Sta - Zi Phone Fax Email Cell CA State License No. f AP.PL'ICANT Last Name r l First Name1 vv1 u d t7�ru�a.X•` _ Mailing Address 29 S CityAl, S to Zi -2 Phone Fax Email Cell 53a-ZoS- 6 Zg5 kAPP LICANT SIGNATURE.;AND'DATE z • Dater Print Name: PERMIT NO: RIZ FORM NO DBP -1 BIN NO: ,.'4PROJECT :LOCATION APN O -ZOO-o Property Address 42 S 1 AZLE L-r,'s � City (l Location must not be in the city limits of Chico, Gridley, OrwAlle or Paradise, tA& l co I I . http://q ismaps.buttecounty.net/flexviewer/bcdatasea rch/index. html ,WORKER'S?COMPENSAT.ION a Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance structures) are issued by the Slate. Tell staff if this permit is for a Mobile Home. Click ?' 2 ,LENQtNG AGENCY; Name • t� Mailing Address , Ciry State Zip DESORIP,TION OR SCOPE `OFVORK �r- -" v D Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the Slate. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: ham://www.hcd.ca.gov/codes/mho/HCD Phone: (916) 255-2501 Is this a Manufactured/Mobile Home (circle one) Yes / No J0B-VALUATION (Enter value of labor lncluding non -contracted` 4th; materials charge) *f '' $ Living Area: Garage: ' . 3-7 3 Open Area: Covered Area: f G TOTAL . SQ: L- Structure Built without permits G Proposed Change of Occupancy/Use - Note previous/current use below: i -''!'FOR`%OFFICE,USE ONLY ZoningFlood Zone: SRA: I YES NO PK NPDES YES NO ❑ - JCode Enf: YES U NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy Type Construction er, it -Tech:, Date: I *When filed, this application and all supporting material beco es ubject to the California Public Records Act. All pub 'c information related to this application is subject to public inspection and a posted on the County's website for electronic access. - Revised 7.20.2015 Page I nl, STEPHEN JOHNSON August 7, 2017 Building Design and Drafting _1525 Citrus Avenue Chico, CA 95926 530-570-0071 salohnsonl007@gmail.com Re: Plan Review Response Jimerfield Residence B17-1329 Responses to the Plan Review follow: Architectural Comments: RECEIVED Sheet 1 AUG 17 Al. Occupancy group changed to R-3 TRB AND ASSOCIATES A2. Wall extended to create hallway as suggested. _43. Tempered glazing indicated as recommended. A4. Ventilation calculation revised and is on Sheet 3. A5. Fire sprinklers are not required and notes amended to indicate this. Sheet 2 - A6. Smoke alarms now shown on Sheet 2. j A7. Carbon monoxide alarm outside of bedroom now shown on Sheet 2, Sheet 3 A8 Note #7 and #8 removed from this page as they were not needed. Sheet 6 A9. Location of EV charger now shown on Sheet 2. Plumbing Comments: P1. The property is served by propane gas. A second tank is being added just behind the addition to serve the addition. A New Gas Piping Schematic is enclosed. a Electrical Comments: E1. The existing electrical service is 100 AMP. It is being increased to 200 AMP as shown on the plot plan. A new sub -panel will be installed on the addition on the wall facing the existing house. It is shown on Sheet 2 and the plot plan. Green Building Comments: GBL Construction Debris Recovery Plan form to be completed by owner. Please let me know if you have any questions. Thank you. 3: y TRB+Associates Agency: County of Butte RECEIVE® TRB+ Project Number. 17.054.126.1 � Initial Plan Review AUG 17 M Page 1 of 4 Date: July 21, 2017 TRB AND ASSOCIATES To: Joshua Jimerfield Email: crashiii(aQmail.com (via email) Cc: Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez, Efrain Ruvalcaba Email: Phunt(a)buttecounty.net- nspringera(%buttecounty.net; ddebrunner(a)buttecounty.net; idebrunner(a)buttecounty.net; cliohnson(a)buttecountv.net; cdomezcr.buttecountv.net; eruvalcaba(a)buttecounty. net (via email) RE: Plan Review for: Jimerfield Residence Project Address: 4295 Stable Lane, Chico, CA APN#: 047-290-066 Agency App. No.: B17-1329 TRB+ Project No.: 17.054.126.1 At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" 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 06/22/17: 1 to 6 Sheets dated 06/13/17: SN, SD1 to SD3 Structural Calculations: (2 copies) A. Johnson, dated 06/22/17 Truss Calculations: (2 copies) M. Hernandez, dated 06/21/17 Truss Review Letter: (2 copies) A. Johnson, dated 06/22/17 Energy Calculations: (2 copies) M. Ramirez, dates 06/19/17 Other: (2 copies) Truss Drawings, Mitek, M. Hernandez, dated 06/20/17 (2 copies) Minimum Requirements — New Construction (1 copy) Square Footage Verification (1 copy) Permit Application Plan review comments are listed on the following pages Sincerely, TRB + ASSOCIATES, INC. Nicholas Ho ICC Certfed Plans Examiner BUILDING SOLUTIONS TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 ed www.TRBp/us.com Agency: County of Butte TRB+ project Number 17.054.126.1 PROJECT DATA' t Occupancy Group: R -3/U Type of Construction: VB - Number of Stories: Two Addition Conditioned Area (s.f.): 489 Garage (s.f.): 393 Covered Area (s.f.): 169 Fire Sprinkler System: No Valuation: - FOREWORD ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2016 CBC, 2016 CPC, 2016 CMC, 2016 CEC, 2016 CRC, 2016 Green Building Standards Code, 2016 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other' authorities outside the jurisdiction of the Building Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 OR TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Sheet 1 Al. Please indicate the occupancy group as R-3 (not VLDR as indicated)/U. CRC Section 1.1.3.1 A2. Please revise floor plans so that the means of egress from the second story does not travel through the garage. Please consider extending the wall between Garage and stairway to the garage exterior wall where 3068 door is located. CRC Section R311.1 A3. Please indicate the 5'x2' window by the egress door as tempered or safety glazing, or specify the window sill will be at least 60 inches above the floor. CRC Section R308.4.2 A4. Please specify how ventilation openings for the new addition attic will be provided. The minimum net free ventilating area shall be 1/150 of the area of the vented space. CRC Section R806 Page 2 of 4 TRQ� Agency: County of Butte TRB+ Project Number 17.054.126.1 A5. Please coordinate the following notes regarding fire sprinklers: a. Note # 2 below Second Floor Plan indicates automatic fire sprinklers are required. b. Note # 2 below First Floor Plan indicates automatic fire sprinklers are not required. C. Under FIRE SPRINKLERS, automatic fire sprinklers are not required. Sheet 2 A6. Please show locations of smoke alarms in the bedroom and outside of the bedroom in the immediate vicinity of the bedroom. CRC Section R314.3 A7: Please show location(s) of carbon monoxide alarm(s) outside of the bedroom in the immediate vicinity. CRC Section R315.3 r Sheet 3 A8. Please clarify the following notes indicated below the title: Roof Plan 1 St Floor (the second set of notes): a. Note #7: Case 1.3 UBC Table 23-V-1. Please revise this note using the current code and section number. b. Note # 8: See note sheet 7 -SN. Please submit sheet 7 -SN for review, or revise note. Sheet 6. A9. Per EV Capability section, a listed raceway shall be installed for the future installation of and use of electric vehicle (EV) chargers. Please indicate the location of EV charger on floor plan. CRC section R309.i MECHANICAL COMMENTS No comments noted. PLUMBING COMMENTS P1. Per Butte County Building Official, please provide a gas line diagram to verify the capacity to support a 200,000 Btu/hr water heater system. Please show distance and location from the gas meter to the most remote fixture and include sizes of all branch lines with distances along with BTU ratings of all gas appliances (see CPC Figure 1216. 1.1 and Table 1216.2(1)). ELECTRICAL COMMENTS E1. Please provide electrical load calculations to verify the existing service panel can carry addition electrical loading (Heat Pump, AC Unit, lighting, etc.). ENERGY COMMENTS No comments noted. Page 3 of 4 TRB T Agency: County of Butte TRB+ Project Number. 17.054.126.1 GREEN BUILDING COMMENTS GB1. If not already completed, please.complete the Construction Debris Recovery Plan form, which is available at the Butte County Building Department. Form shall be completed prior to permit issuance. FLOOD ZONE COMMENTS No comments noted. Flood Zone X WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS No comments noted. Not located in'SRA Zone. STRUCTURAL COMMENTS No comments noted. [END] Page 4 of 4 9 P TRB+Associates Agency: County of Butte TRB+ Project Number: 17.054.126.2 Final Plan Review Page 1 of 1 Date: August 24, 2017 To: Joshua Jimerfield Email: crash iii 1. corn (via email) Cc: Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez, Efrain Ruvalcaba Email: Phunt aabuttecounty.het; nspringer aabuttecounty.net; ddebrunner a( -buttecounty.net; idebrunner(a�buttecounty.net; cliohnson(@buttecountv.net; cgomez(@buttecountv.net; eruvalcaba a( ,buttecounty.net (via email) RE: Plan Review for: Jimerfield Residence Project Address: 4295 Stable Lane, Chico, CA APN#: 047-290-066 Agency App. No.: B17-1329 TRB+ Project No.: 17.054.126.2 The following documents were received for review: Plans: (2 sets) Sheets dated 08/07/17: 1 to 6 Sheets dated 06/13/17: SN, SD1 to SD3 Structural Calculations: (2 copies) A. Johnson, dated 06/22/17 , Truss Calculations: (2 copies) M. Hernandez, dated 06/21/17 Truss Review Letter: (2 copies) A. Johnson; dated 06/22/17 Energy Calculations: (2 copies) M. Ramirez, dated 06/19/17 Other: (2 copies) Truss Drawings, Mitek, M. Hernandez, dated 06/20/17. (2 copies) Minimum Requirements — New Construction (1 copy) Square Footage Verification (1 copy) Permit Application (1 copy) Response, S. Johnson, dated 08/07/17 (1 copy) Construction Debris Recovery Plan, dated 08/09/17 (1 copy) 8'/2 x 11 mini -set, pages 1 to 6 (2 copies) New Gas Piping Schematic, M. Ramirez, dated 07/28/17 Plans have been reviewed for compliance with the Building Department requirements contained in the 2016 CBC, 2016 CPC, 2016 CMC, 2016 CEC, 2016 CRC, 2016 Green Building Standards Code, 2016 Energy Code, and County of Butte Ordinances. There are no further comments. Sincerely, TRB + ASS CIATES, INC. Y Nicholas Ho ICC Certified Plans Examiner C w rye ,�� C_ TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 cd www.TRBp/us.com 767 NEW GAS PIPING SCHEMATIC COVER SHEET PROJECT: Jimerfield Addition 4295 Stable Lane RECEIVE® Chico, CA 95973 Plan # 1806 IS 17 TRB AND ASSOCIATES PROJECT DESIGNER: SJC Consulting 1525 Citrus Ave. Chico, CA 95926 (530) 570-0071 Gas Piping Schematic prepared by: MAX RAMIREZ Golden Sun Designs 22189 Samson Ave. Corning, CA 96021 (530) 321-7242 - PERMIT # SLTP0 00UN V ORVIr 0 MEN T Invioss FIR, . De5A. ,7o-, •; Job Number: 060717-Jimerfield (SJ) Date: July 28, 2017 TABLE OF CONTENTS: 1. Cover Sheet • 2. New Gas Piping Schematic 3. Pipe Lengths, Table 1216.2(1) CPC 2016 1i PIPING / CFM @ APPLIANCES Total Section - 1 Outlet - A Outlet - B Outlet - C Outlet - D Outlet - E Outlet - F Cfin Appliance Water Heater ---- ---- ---- ---- ---- ---- CFM 181 ---- ---- ---- ---- ---- 181 Branch Length (In feet) 5 ---- ---- ---- ---- ---- A+B+C+D Branch Dia. (In inches) 3/4 ---- ---- ---- ---- ---- ---- PIPING @ SECTIONS Section - 1 Section - 2 Section - 3 Section - 4 Section - 5 Section - 6 Outlet (Appliance) A B C D E F CFM 181 ---- ---- ---- ---- Length (In feet) 22 ---- ---- ---- ---- ---- A A+B A+B+C A+B+C+D A+B+C+D+E A+B+C+D+E+F Totals (CFM) 181 ---- ---- ---- ---- ---- Totals Length (In feet) 22 ---- ---- ---- ---- ---- Pipe Dia. (In Inches) 3/4 ---- ---- ---- - --- SCC � zm ®�+ C7 Propane t3 O Tank Z �O� ® z Section - 1 NOTES: I . The BTU values used in designing the gas pipe schematic are derived from the construction documents or from standard appliance values from table 1208.4.1 CPC 2016 2. The actual BTU appliance values may change during construction. It is the responsibility of the licensed plumber to check the values used in this design and the actual values installed. Any discrepancy shall be brought to the attention of the Architect / Designer and the person responsible for the gas pipe schematic. 3. If LPG gas is used, the final propane tank installation location may vary from the construction documents. The new location shall made know as per note #2 above. 4. The licensed plumber that is responsible for the installation of the gas lines shall provide a final gas line schematic drawing if any changes to the attached schematic are made. The new schematic drawing shall be provided to the local building official, Architect / Designer and the person responsible for this gas pipe schematic. 5. Not used 6. CFM=BTU/ 1,100 Water Heater A Branch - A 199.000 btu NEW GAS PIPING SCHEMATIC Not to Scale i-12 FUEL GAS PIPING TABLE 1216.2(1) SCHEDULE 40 METALLIC PIPE [NFPA 64: TABLE 6.2(b)11 2 GAS: NATURAL I INLET PRESSURE: LESSTHAN 2 psi _PRESSURE DROP: 0.5 in. wYc. �{ i SPECIFIC GRAVITY: 0.60 € _ PIPE SIZE (Inch) NOMINAL: Y i% tYa 2 i 2'h 3 4 5 6 8 10 12 ACTUAL �: 0.622 0824 1.049 Y 3t� 1.610 I 2.067 2.469 3.068 4.LENM 026 5.047 6 �5 7.981 Y0.020 1Y.938 (Et) CAPACITY IN CUBIC FEET OF GAS PER HOUR 10 172 360 678 1390 2090 4020 6400 11 300 23 100 41 800 67 600 ' 139000 252 000 399 000 20 118 i 247 466 957 1430 2760 4400 7780 15900 28 700 146 500 95 500 1.73000 275 000 30 95 199 374 768 .1150 2220 3530 6250 12 700 23 000 37 300 76 700 139 000 220 000 40 81 170 320 657 985 1900 3020 5350 ; 10 900 19 700 31900 65 600 119 000 189 000 50 1 72 .151 284 583 873 1680 2680 4740 i 9660 17 500 128 300 j 58 200 106 000 167000 60 65 137 257 528 791 1520 2430 4290 8760 1 15 800 25 600 52 700 95 700 152 000 70 60 126 237 486 728 1400 2230 3950 8050 14 600 23 600 48 500 88 100 139 000 80 56 117 220 452 677 1300 2080 3670 7490 13 600 ' 22 000 45 100 81 900 130 000 90 52 110 207 424 635 1220 1950 I 3450 7030 12 700 20 600 42 300 76 900 122 000 j 100 1 50 104 195 400 600 1 1160 1840 3260 6640 12 000 19 500 40 000 72 600 115 000 125 44 92 173 355 532 i 1020 1630 2890 5890 10 600 17 200 35 400 _ 64 300 102 000 150 40 83 157 322 482 928 1480 2610 5330 9650 15 600 32 100 58 300 92 300 175 37 77 144 296 443 854 1360 2410 4910 8880 14 400 29 500 53 600 84 900 i 200 34 71 134 275 412 794 1270 2240 4560 ( 8260 13 400 27 500 49 900 79 000 250 30 63 1 119. 244 366 704 1120 1980 4050 1 7320 11 900 24 300 44 200 70 000 300 27 57 108 221 ? 331 638 1020 1800 3670 6630 10 700 22 100 40100 63 400 350 25 53 99 203 305 587 935 1650 3370 6100: 9880 20 300 36 900 58 400 400 ! 23 49 92 189 283 546 870 1540 3140 5680 9190 18 900 34 300 54 300 450 22 46 86 177 i 266 512 816 1440 2940 5330 ( 8620 17 700 32 200 50 900 500 21 143 82 168 251 484 771 1360 2780 . 5030 8150 1,6700 30 400 48 100 550 20 41 78 .159 239 459 732 1290 2640 4780 7740 15 900 28 900 45 700 600 19 39 74 152 228 438 699 1240 2520 ` 4560 7380 15 200 27 500 43 600 650 18 38 71 145 i 218 I 420 669 1180 2410 4360 7070 14 500 26 400 ( 41 800 700 17 36 68 11.40 ? 209 403 643 1140 2320 4190 6790 14 000 25 300 ( 40100 750 17 j 35 66 ! 135 202 I 389 619 1090 1 2230 4040 6540 13 400 24 400 's 38 600 800 16 34 63 130 I 195 375 598 1060 2160 3900 6320 13 000 23 600 37 300 850 16 33 61 126 1189 363 579 1020 2090 3780 6110 12 600 22 800 36100 900 15 32 59 122 �. 183 352 561 992 2020 3660 5930 j 12 200 22100 35 000 950 15 31 58 118 178 342 545 I 963 1960 3550 5760 111 800 21500 34 000 1000 14 30 56 115 ; 173 333 530 937 1910 3460 5600 : 11 500 20 900 33 100 1100 14 ' 2$ 53 109 _. 164 316 _ 503 890 1810 3280T __ _ 5320 ; _ 10 900 19 800 31400 1200 13 27 51 104 156 301 480 849 1730 3130 5070 10 400 ( 18 900 30 000 1300 12 26 49 100 150 289 460 813 1660 3000 4860 9980 18100 28 700 1400 12 25 47 96 144 277 442 781 1590 2880 4670 9590 17 400 27 600 1500 11 24 45 I 93 139 267 426 752 1530 1 2780 1 4500 9240 1 16 800 26 600 1600 11 23 44 89 .134 258 411 72711480 8680 4340 8920 16 200 2560o 1.700 11. 22 42 86 130 250 398 703 1430 1 2590 4200 8630 15700 124 800 1800 1900 10 10 22 21 41 40 84 81 126 122 242 235 386 375 682 i 662 1390 12520 1350 ' 2440 4070 3960 8370 130 15 200 14800 122 24 100 23400 2000 NA 20 ! 39 j 79 I 119 229 364 644 1310 2380 3850 1 7910 1 14 400 700 For SI units: I inch =25 mm, l foot = 304.8 mm, i cubic foot per hour= 0.0283 m3/b, l pound -force per square i G 8j4tk1@0L&We column - 0249 kPa Notes: BUILDING DIVISION t Table entries are rounded to 3 significant digits. 3 NA means a.tlow of less than .10:ft3/h (0.283 m3/h). APPROVED 2016 CALIFORNIA PLUMBING CODE 237 h MINIMUM REQUIREMENTS -`NEW CONSTRUCTION, U.N.O. JOB #: 060717-JIMERFIELD (SJ) PROJECT PASSES BY 2.4% SLAB ON GRADE W/ NO INSULATION WALLS, 2x6 EXTERIOR @ R-21 RECEIVE® WALLS, 2x4 DEMISING @ INTERIOR @ R-15 RAISED FLOOR INSULATION @ ADDITION OVER GARAGE: R-21 2017 TRB AND ASSOCIATES WINDOWS: LOW E, NON METALLIC FRAME, MAXIMUMS = U -FACTOR @ 0.30, SHGC @ 0.23 (MILGARD STD. VINYL) ATTIC PER STATE ENERGY CODE, OPTION - B. INSULATION OVER BOTTOM TRUSS CHORD (CEILING) @ R-44 2x6 TRUSS TOP CHORD WITH R-13 INSULATION AND RADIANT BARRIER ROOF SHEATHING ' BUTTE ADDITIONAL REQUIRED HERS TESTING FOR THIS PROJECT: COOLING SYSTEM: HERS rater will verify the Refrigerant charge on the cooling unit. INSULATION (QH): HERS rater will verify that the building envelope has been sealed as per code and verify that all insulation has been installed per code. . 13UI DING DIVISION APPROVED �1 COUNTY ON DEMAND WATER HEATER, W/ MINIMUM EFFICIENCY FACTOR OF 0.84 . JUN 3 0 2017 HVAC, HEAT PUMP MINIMUMS: DEVELOPMENT HSPF 9.3 SEER: 18.0 SERVICES EER: 12.5 ADDITIONAL REQUIRED HERS TESTING FOR THIS PROJECT: COOLING SYSTEM: HERS rater will verify the Refrigerant charge on the cooling unit. INSULATION (QH): HERS rater will verify that the building envelope has been sealed as per code and verify that all insulation has been installed per code. . 13UI DING DIVISION APPROVED �1 c MiTek' Re: 0617036 Jimerfield sum JUN 3 01017 ftNuoff > >3al MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R50899615 thru R50899616 My license renewal date for the state of California is December 31, 2018. RECEIVED \ 1 \2Z� TRB AND ASSOCIATES PERMIT 0 J ®� prtlfI SUM 06UNtY PIN900MM MOM, !X&L RD t REVIEWED FOR CODE COMPLIANCE Q?�oFESSIOIV p N 10 AUG 2 4 ZOIl 4ko Fac/ UC 76428 �z � + TRB AND ASSOCIATES * EXP. 12/31/2018 {v S'Tq 10- F Fps •. June 20,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply Jimerfield PLATES GRIP MT20 220/195 Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G 850899615 0617036 A01 GABLE 2 1 6-0-0 oc bracing: Y-Z,P-Q. MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 13 2017 MiTek Industries, Inc. Tue Jun 20 17:44:16 2017 Page 1 I D:QJpm_AMOEmAHLBe4Z6MY0Zz9G9H-gggJ2iayPDljcSKdX WxTZilCorAZhdDTTxW I Vhz4Jgz -2-0-010-6-0 21-0-0 23.0-0 2 0 0 10-6-0 10-6-0 2-0.0 Scale = 1:40.7 5x6 = F G H 2.00 F12 3x4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. IDEFL. TC 0.06 BC 0.11 WB 0.06 Matrix -SH in Vert(LL) -0.00 Vert(CT) 0.01 Horz(CT) 0.00 (loc) I/deft Ud N n/r 120 O n/r 120 N n/a n/a PLATES GRIP MT20 220/195 Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2X4 DF Stud/Std G 6-0-0 oc bracing: Y-Z,P-Q. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-0-0. (lb) - Max Horz B -73(]_C 9) Max Uplift All uplift 100 Ib or less at joint(s) Q, R, S. Y. X, W except B=-138(LC 4), N=156(1_C 5), P=-100(LC 9), Z=102(LC 8) Max Grav All reactions 250 Ib or less at joint(s) U, V, T. R, S, X, W except ' B=323(LC 1), N=323(LC 1), P=422(LC 20), Z=422(LC19) i BUTTE COUNTY FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS M -P=-312/157, C -Z=312/158 BUILDING DIVISION NOTES- (12) APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3-second'gusl) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. FESSIO 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q�0 A/,q� 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide �O ONIO yF�� will fit between the bottom chord and any other members. 5 C 9) A plate rating reduction of 20% has been applied for the green lumber members. Q2 2n 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) Q, R. S, Y, X. W J U C 76428 Z 30 except Qt=1b) B=138, N=156, P=100, Z=102. 0 11) Beveled plate or shim required to provide full bearing surface with truss chord at jo;nt(s) U, V, T, P. Q, R, S. Z. Y, X, W. EXP. 1 3112018 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. CIVIL �TFOF CAl OE> June 20,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 rov. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iyl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 f i Job Truss Truss Type Oty PlyJimerfield PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.15 I -J >999 240 R50899616 0617036 A02 SCISSORS � 10 1 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.23 F n/a n/a Job Reference o tional ts.1lu s Apr 1J ZU1 f MI IeK Induslnes, Inc. Tue Jun 20 17:44:17 2017 Page 1 I D:QJpm_AMOErnAHLBe4Z6MYOZz9G9H-IsEhG2baAWQaDcvg5ESi5wILmFQ3QzvdibFrl7z4Jgy -2-0-0 5-5-7 10-6-0 15-6.9 21-0-0 23.0-0 2-0-0 5-5-7 5-0-9 5-0-9 5-5-7 2-0-0 Scale = 1:40.7 5x6 = D 2.00 F12 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.15 I -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 SC 0.47 Vert(CT) -0.47 I -J >533 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.23 F n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) Weight: 103 Ib FT = 20% LUMBER- FESS/0 A/q� BRACING - Q�0 TOP CHORD 2X6 OF SS G P�iONIO �z TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G 0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G * MiTek recommends that Stabilizers and required cross bracing OFC be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=960/0-5-8, F=960/0-5-8 Max Horz 13=73(LC 13) Max Uplift 13=226(LC 4), F=-226(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BUTTE COUNTY TOP CHORD B -C=-2944/411, C -D=-2450/288, D -E=-2450/299, E -F=2944/363 VtV' 1 BOTCHORD B -J=-379/2766, I -J=382/2776, H -I=-263/2776, F -H=-260/2766 BUILDING DIVISION WEBS D -I=-56/1089, E -I=-558/231, C -I=-558/212 NOTES- (8) APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) B=226, F=226. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber. Co. FESS/0 A/q� Q�0 P�iONIO �z J C 76428 0 EXP. 1 31/2018 * CMI OFC June June 20,2017 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members Orly. Additional temporary and permanent bracing 1 V 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /�iT®k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Ciaus Hei his CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths . (Drawings not to scale) Failure to FOIIOW Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. O -y,s r C1-2 c2-3 2. Truss bracing must be designed by an engineer. For T p WEBS 4 O q 1 00 O U » wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O a- F- ? For 4 x 2 orientation, locate plates 0- 'lid' from outside 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. C7a csa C5 -6F O BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. In connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from m ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 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 (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 project engineer before use. ANSIITPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTekANSIrrPI 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 SYSTEMS PLUS LUMBER CO. CIIITEMIRATjZ(.iSSLC AIVi) NUN- MEONENU IJimerfield Ao 1 10617036 Chico Q I ( _ _ -0 aM A A01 miaz ® Z SYSTEMS PLUS LUMBER CO. c,ium,ciuRALTRussrs-F arta tL-g conrPmam' c Uimerfield Ao 1 0617036 Chico 0 i CN Q� :Dzm� A01 0 0 0<g <4 �z BUM court JUN 3 0.2R vEVELOPMENT. SERVICES, X317--I3P BUILDING ENERGY ANALYSIS REPORT PROJECT: Jimerfield Addition 4295 Stable Lane Chico, CA 95973 Project Designer: Stephen Johnson Chico,'CA (530) 570-0071 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321-7242 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1 111 �l 13Y_---- Job Number: 060717-Jimerfield (SJ) . Date: 6/19/2017 RECEIVED L 201? TRE AND ASSOCIATES REVIEWED FOR CODE COMPLIANCE AUG 2 4 2017 TRB AND ASSOCIATES The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. TABLE OF CONTENTS Cover Page, 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 9 .Form MF -1 R Mandatory Measures Summary 10 BUTTE COUNTY BUILDING DIVI910N APPROVE® - EnergyPro 7.1 by EnergySoft Job Number: ID: 060717-Jimerfield (SJ) User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribdl6x CF1 R -PRF -01 Page 1 of 6 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 4 05 06 . - i.l 02 Calculation Description Title 24 Analysis Existing Area (excl. new addition) ft2 � Addition Area (ezcl= existing) ft2_4 .1 �`�+'"" NOTAL AREA 03 Project Location 4295 Stable Lane `1804'18/ tJ 14 V NJVV 1 1 04 City Chico 05 Standards Version Compliance 2017 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version EnergyPro 7.1 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed (Addition Alone) 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftZ 89 15 Number of Zones 2 16 Slab Area (ftZ) 48 17 Number of Stories 2 18 Addition Cond. Floor Area 9 19 Natural Gas Available No 20 Addition Slab Area (ft?). 48 21 Glazing Percentage (%) 14.0% ADDITION ALONE PROJECT ANALYSIS"PARAMETERS ENERGY USE SUMMARY 01 i - g 2 I � (?1(- 03 4 05 06 . - i.l ' - .�. Existing Area (excl. new addition) ft2 � Addition Area (ezcl= existing) ft2_4 .1 �`�+'"" NOTAL AREA Existing Bedrooms Addition Bedrooms Total Bedrooms r. 1315.18 %` 489V $ ^ U `1804'18/ tJ 14 V NJVV 1 1 COMPLIANCE RESULTS '%� s .e It 1% %.01 s t` ' V 4 � � A 01 Building Complies with Computer Performance 2 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. "03j= C This building incorporates one or more Special Features shown below Registration Number: 217-P010207594A-000-000-0000000-0000 Registration DateMme: 2017-06-19 14:06:37 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 Report Generated at: 2017-06-19 13:55:37 ENERGY USE SUMMARY 0 Q 04 05 06 07 08 My Use (kTDV/ftZ-yr) Standard Design Proposed Design Compliance Margin Percent Improvement 0 Space Heating 21.56 19.43 2.13 9.9% Space Cooling 61.18 61.38 -0.20 -0.3% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 47.41 46.28 1.13 2.4% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 130.15 127.09 3.06 2.4% Registration Number: 217-P010207594A-000-000-0000000-0000 Registration DateMme: 2017-06-19 14:06:37 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 Report Generated at: 2017-06-19 13:55:37 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribdl6x CF1 R -PRF -01 Page 2 of 6 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 • Insulation below roof deck HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • High quality insulation installation (QII) Cooling System Verifications: • Refrigerant Charge HVAC Distribution System Verifications: -- None -- Domestic Hot Water System Verifications: -- None -- / BUILDING - FEATURES INFORMATION 01 02- - .,:-- 03 04 05 06 07 Project Name J' Conditioned Floor Area (ft2); Number of Dwelling. lJnits N be of Bedr ms Numbe of Zones, Number of Ventilation , Cooling Systems Number of Water Heating Systems Residential Building 489' s r1 y 1 '` 2it` 0 1 ZONE INFORMATION `` t_ -rINt 01 r1w irN 01 02 °t `" *03 '° t ""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 Zonel-1st Conditioned HVAC Systeml 48 9 DHW Sys 1 Zone2 Conditioned HVAC Systeml 441 9 DHW Sys 1 DCS -� F _ Mz G) ®000 Cbz ®off z Registration Number: 217-P010207594A-000-000-0000000-0000 Registration Datelrime: 2017-06-19 14:06:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 Report Generated at: 2017-06-19 13:55:37 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribdl6x CF1 R -PRF -01 Page 3 of 6 OPAQUE SURFACES 01 0 02 03 04 05 06 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ftZ) Tilt (deg) Front Wall Zone1-1st R-21 Wall Wood 0 Front 78.8 0 90 Right Wall Zonel-1st R-21 Wall Wood 270 Right 28.9 0 90 Interior Surface -Wall -01 Zone 1 -1st» Garage_ R-15 Wall Window Rear Wall (Back -180) 38.6 16.6 1 Interior Surface -Wall -02 Zonel-1st>>Garage_ R-15 Wall Insect Screen (default) Window 4 27 0 -- Interior Surface -Wall -03 Zone 1Ast» Garage_ R-15 Wall 0.30 0.23 58 0 Interior Surface -Wall -04 Zonel-1st>>Garage_ R-15 Wall 14.1 0 Front Wall 2 Zone2 R-21 Wall Wood i 0 Front 168 6 90 Left Wall «Zone2 R-21 Wall Wood 90 Left 168 14.5 90 Rear Wall Zone2 R-21 Wall Wood 180 Back 168 24 90 Right Wall 2 'i '.Zone2 R-21 Wall Wood 270 Right 168 24 90 Roof Zone2 R-44 HP Attic Option B 441 Interior Surface -Floor -G ' . ` . Zone2»_Garage_ R-21 Floor No Crawlspace „ 422.4 Front Wall 3 Garage 114R-0 Wall 2x_6 I _ 1: 0. iFront 93.8 0 90 Left Wall 2 _Garage_ " ' $1 k�R-0 Wall 2x6 I F)N t 90l Left) 189 66.6 90 Rear Wall 2 _Garage «w R 0 Wall 2x6 „180 it Back 189 0 90 Right Wall 3 Garaged1 " !-� R-0Wall 2h '' 270 0 Right " 97.8 0 90 ATTIC 01 02 03 04 05 06 07 08 Name1401. Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone2 C Mlic RoofZone2 Ventilated 4 0.1 0.85 Yes No FENESTRATION / GLAZI Z (n 01 0 02 03 04 05 06 07 08 09 10 / Name \ C Z Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Window Q UM Window Front Wall 2 (Front -0) — — 1 6.0 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) — — 1 1 14.5 1 0.30 1 0.23 1 Insect Screen (default) Window 3 Window Rear Wall (Back -180) — -- 1 24.0 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall 2 (Right -270) -- -- 1 24.0 0.30 0.23 Insect Screen (default) Registration Number:-217-P010207594A-000-000-0000000-0000 Registration Date/Time: 2017-06-19 14:06:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 Report Generated at: 2017-06-19 13:55:37 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribd16x CF1 R -PRF -01 Page 4 of 6 OPAQUE DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft) U -factor Door Interior Surface -Wall -01 16.6 0.50 Door 2 Left Wall 2 66.6 0.18 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design NAQ —_ � 1 1 Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Zonel-1st 48 3.3 None 0.8 No • Inside Finish: Gypsum Board Garage_ j 59 None 0 No Cavity/ Frame: no insul. /2x4 R-0 Wall 2x6 Exterior Walls/`4 Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco ` Inside Finish: Gypsum Board Cavity/ Frame: R-21 / 2x6 R-21 Wall Wood ''Exterior Walls - WoodFrarned Wall•. Y ._ 2x6 @ 16 in. O.C. R 21 0.066 Exterior Finish: Wood Siding/sheathing/decking x • -r' - � Inside Finish: Gypsum Board Cavity/Frame: R -15/2x4 R-15 Wall Interior Walls Wood Fr a!t 2x4;@ 16 ir��10. R 15 0.086 Other Side Finish: Gypsum Board Ii, )41 Under Roof Joists: R-0.0 insul. H E 2 Top Chord of RRoofTruss @ 24 Cavity/ Frame: R-13.0 / 2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic RoofZone2 Attic Roofs Wood Framed Ceiling in. O.C. R 13 0.078 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below Cavity/ Frame: R-14.3 / 2x6 R44 HP Attic Option B attic) Wood Framed Ceiling 2x6 @ 24 in. O.C. R 44 0.022 Over Ceiling Joists: R-29.7 insul. ® Floor Surface: Carpeted �s° ® Floor Deck: Wood Siding/sheathing/decking Cavity/ Frame: R-21 /2x8 R-21 Floor NIRLd Interior Floors Wood Framed Floor 2x8 @ 16 in. O.C. R 21 0.043 Ceiling Below Finish: Gypsum Board SLAB FLOORS �a 1 0 0 02 03 04 05 06 07 NAQ —_ � 1 1 Zone Area (ft2) Perimeter (ft) Edge Insul. R -value t£ Depth Carpeted Fraction Heated S Zonel-1st 48 3.3 None 0.8 No Sla Garage_ 358 59 None 0 No Registration Number: 217-P010207594A-000-000-0000000-0000 Registration DateTme: 2017-06-19 14:06:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 Report Generated at: 2017-06-19 13:55:37 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribdl6x BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Required Not Required Not Required — CF1R-PRF-01 Page 5 of 6 WATER HEATING SYSTEMS 01 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (1) 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 Heat Pi mp Heating and' Tr f f "" Cooling System Heat Pump System 1 two.. 'F s Heat Pump System 1 None - none - Tank Energy SEER Tank Insulation Heat Pump Systems DuctlessMiniSplitHeatPump 1 Tank Location or 22000 Heater S Number Volume Factor or Input R -value Standby Loss I Ambient Name Element Type Tank Type of Units (gal) Efficiency Rating/Pilot (Int/Ext) Recovery Eff NEEA Heat Pump Type Condition DHW Heater 1 Gas SmaInstantaneous' � 0 ;r '- 0.84 EF 199,000 Btu/hr R-0 n/a n/a n/a SPACE CONDITIONING SYSTEMS._ -. 01 +'' 02 4 % 03.L srs Q4_ 05 06 SC Sys Name System Type x„,: , �. Heating Unit Name ,, Coolmg„Unit Name , Fan Name Distribution Name HVAC Systeml Heat Pi mp Heating and' Tr f f "" Cooling System Heat Pump System 1 two.. 'F s Heat Pump System 1 None - none - HVAC - HEAT PUMPS 01 02 03 04---F-05 06 07 09 10 11 System Name W Type Number of Units Heating CoolinZonally Controlled Compressor Type HERS Verification HSPF/COP Cap 47 Cap 17 SEER 9ER Heat Pump Systems DuctlessMiniSplitHeatPump 1 9.3 22000 13900 18 Not Zonal Single Speed Heat Pump System 1 -hers -cool HVAC COOLING - HE SEI r TION 01 02 03 04 05 06 Name rl0 Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Not Required Not Required Not Required Required Registration Number: 217-P010207594A-000-000-0000000-0000 Registration Date/Time: 2017-06-19 14:06:37 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-05232017-695 Report Generated at: 2017-06-19 13:55:37 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 13:54, Mon, Jun 19, 2017 Calculation Description: Title 24 Analysis Input File Name: 060717-Jimerfield (SJ)-Rev#2.ribd16x CF1 R -PRF -01 Page 6 of 6 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Max Ramirez CW. Jzamirez Company: Signature Date: Golden Sun Designs 2017-06-19 14:06:37 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business,and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design 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 submittedlo,the enforcement agency,for approval<with this.building permit application. Responsible Designer Name: � i � x_ Designer Signature: �A f Max Ramirez ' �R^e;sponsible VVLae LRamirez � . ,: ,�. _: 7 fW 0- Company: f E Golden Designs Date,,Signed: t '_1 Sun 2017-06-19 14.06.37 Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 co I) �ZM ®v0 <�C Digitally signed by Ca10ERTS. This digitalrm& Irovided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy oV nRnation. Registration Number: 217_P010207594A-000-000-0000000-0000 Registration Date/Time: 2017-06-19 14:06:37 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-05232017-695 ❑ +,. .❑ ❑ HERS Provider: CaICERTS inc. Report Generated at: 2017-06-19 13:55:37 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Jimerfield Addition Building Type m Single Family m Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 6/19/2017 Project Address 4295 Stable Lane Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floorddition 489 ��P489 # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 21 711 New Slab Unheated Slab-on-Grade - no insulation 48 Perim = 3' New Demising Wood Framed R 15 121 New Roof Wood Framed Attic R44 441 Add=R-13.0 New Demising Wood Framed w/o Crawl Space R 21 441 New FENESTRATION I Total Area: 69 Glazing Percentage: 14.0%1New/Altered Average U-Factor: 0.30 Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 6.0 0.300 0.23 none none Bug Screen New Lek (E) 14.5 0.300 0.23 none none Bug Screen New Rear (S) 24.0 0.300 0.23 none none Bug Screen New Right (W) 24.0 0.300 0.23 none none Bug Screen New BUTTE COUNTY �. HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 9.30 HSPF Split Heat Pump 18.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status HVAC System Ductless/ with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 Standard New Ener Pro 7.1 by EnerqySoft User Number. 5733 ID: 060717-Jimerfield SJ Page 9 of 13 2016 Low -Rise Residential Mandatory Measures SummIlWT'E COUNTY t BUILDINGPPR DIVISI0�1 NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regard) INS p used. Review the respective section for more information. *Exceptions may apply.�� Mrininni OR/901F,1 Building Envelope Measures: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm/ft2 or less when tested per ' NFRC400 or ASTM E283 or AAMAIWDMA/CSA 101/I.S.2/A440-2011.' . § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use LI -factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-B for com liance and must be caulked and/or weatherstri ed.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, asketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): -Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 11 0.8 i when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. - Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average Ll -factor must not exceed 0.043. Minimum R-19 or weighted average LI -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.' § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or U -factor of 0.074 or § 150.0(c): less). Opaque non -framed assemblies must have an overall assembly LI -factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.' § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must mee: all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 11 0.8 . § 150.0(g)l: Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawls ace for buildings complying_ with the exception to § 150.0(d). § 150.0(8)2: Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvenled attics with air -permeable insulation. 150.0 § (q)' Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum LI -factor of 0.58; or the weighted average U -factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)1B: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or combustion -air control device.' § 150.0(e)1C: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.' § 150.0(e)2: Pilot Light. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: §110.0-§110.3- - Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* § 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a . setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. § 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)l: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA Manual J using design conditions specified in § 150.0(h)2. f 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. § 150.0(h)3B: Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturer's instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 314 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.' § 150.00)2B: Water piping and cooling system line insulation.. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve.' § 150.00)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and h dronic heating systems or hot waters stems must meet the requirements in TABLE 120.3-A.' § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. § 150.00)3B: Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II va or retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a § 150.0(n)1: 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with'straight pipe between the outside termination and the space where the water'heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation SRCC or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: § 110.8(d)3: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSIISMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing § 150.0(m)1: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than % inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed ' sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.' Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct . tapes unless such tape is used in combination with mastic and draw bands. § 150.0(m)3: Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. - § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and ,.. § 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. . § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non -porous layer between the inner core and outer vapor barrier. t Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0 m 11and Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0 m 12. BUTTE COUNT BUILDING DIVISION APPROVED It 2016 Low -Rise Residential Mandatory Measures Summary APPROVED Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the § 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy 5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced airs stems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole -building ventilation. § 150.0(o)1A: Field Verification and Diagnostic Testing. Whole -building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.' § 110.4(b)l: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 150.0 § (p)' Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9.' § 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JA8 high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JA8. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)l B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)lC: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downli ht luminaires in ceilings. § 150.0(k)l D: Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)l E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)l F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).' Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)lG: with Reference Joint Appendix JA8. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E" as specified in Reference Joint Appendix JA8.' § 150.0(k)l H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems.' § 150.0(k)2C: Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5ft and all other requirements in § 150.0(k)2. r5l lTTr= C01 IN § 150.0(k)21: Interior Switches and Controls. A multiscene programmable controller may be used to cornWithitplr�rq i § 150.0(k) if it ides pro the functionalityof a dimmer accordingto 110.9, and complies with all other a i h71 APPROVED 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(k)2J: Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. § 150.0(k)2K: Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS. Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0,130.2,130.4,140.7 and 141.0. § 150.0(k)3D: Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 wafts of ower as determined according to § 130.0(c). § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable cf turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)l: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.1 0 b through § 110.10 e . § 110.10(a)2: Low-rise Multi -family Buildings. Low-rise multi -family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on steep -sloped roofs must be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical lane.' § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 110.10 c must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum bulbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as "For Future Solar Electric'. BUTTE COUNTY BUILDING DIVISION APPROVED ' t II ®� Summit Structural Design r 383 Rio Lindo Ave., Suite 200, Chico, CA 95926 530.592.4407 www.summitchico.com RECEIVE® BUTTE COUNTY 2017 JUN 3 0 20171 TRB AND ASSOCIATES June 22, 2017 DEVELOPMENT SERVICES RE: Jimerfield Addition, 4295 Stable Lane, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 06/20/17 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, Andy Johnson, P.E. OQ�tOFESSIOh,� C. ,llj Fy 8 X02 R 06/30/20 fl STgT CIVI OFC (:)("I2211 1 ®3! OUdd V NOISING ON101ine ,UNn®o acne IA4 .. I, . lus Lumber 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com COUNTY 1 Gable End 110 Wind B 1A INSPECTION AGENCY JUN 3 U 20111 Timber Products Inspection, Inc. 2 105 S.E. 124'x' Avenue DEVELOPMENT Vancouver, WA 98684 SERVICES Tel: (360) 449-3138 ��jj 91 7- *) 329 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * co. REC HVED "A aLor TRIS AND 4�SOCIATE%' ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.IOroof/R502..1Ifloor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Stannard Tnisc t)etnil Titles tlota;I IL = 1-1..A.A Gable End 85 Wind B 1 Gable End 110 Wind B 1A Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 Web Bracing Details 2B 3 ✓ Vailey Fill Frames Oen Face Jacks 4 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data I I ✓ Purlin Gable 1 12 BCSI at www.sbeindtistrN,.coni _BCSI-B1 Summary Sheet at wwiv.sbeindustrv.cotn Systems Plus Job Number 0617036 OF o IEWED Date 6/21/17 Revision(s) FOR CODE COMPLIANCE Customer Jimerfeild AUG 2 4 2011 Project Addition Location Chico S PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND .BRACING OF METAL PLATE CONNECTED WOOD TRUSSES I� SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5.903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE.. STRUCTURE... BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS 1S TIME RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED.DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER, DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MIIJSAC51 & MIUSAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE .IS TO BE PROVIDED BY T14E BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. NOISING JNlanlns A.Nnoo ,gU.ns JANUARY 6, 2017 or= D V Fli Mi f ek USA, Inc. 19M DO awe.. Amv.e Standard Gable End Detail Typical 114 L -Brace Nailed To 2"s W/10'd Nails Spaced 6"O.C. 7Vertical SECTION B -B TRUSS GEOMETRY AM CON011"'" SHC W ARE FOR ILLUSTRATION ONLY. MI I-GE140-001 Mrrek USA, Inc. Page t of 2 Vertical Stud (4) - ted Nati1 I DIAGONAL led Natls �� Speaed e" o.c, (2) - toe Nabs bno ns I�2x8 S ua or . i ��` 2x4No.2oftwtler I \Typical Hort-or l Brace Nav'ed To 2t� Volume.SECTION A -A - 2x4 d -(4;10d NaNs 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST ???...... TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE IAJOtVtOUAL MITEK ENGINEERING TO TRUSSES W1TH (2)-10d NAILS AT EACH END. OR ,8 FOR DESIGN CRiTERiA ATTACH DIACONAL BRACE TO BLOCKING WITH (5). ad NAILS, *!1r (4). ad (0.131' X 2.5) NAILS MINIMUM,. PLYWOOD i 3x4 = SHEATHING TO 2x4 STD DF/SPF BLOCK Diagonal Bracing **-L-BM&*Reter Refer tD Section A -A to Section 8.8 t MINIMUM GRAOE OF #2 MATERIAL IN THE TOP AND ROTTOM CHORDS. Z CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCH7ECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT' BRACING OF ROOF SYSTEM. 4.'L' BRACES SPECIFIED ARE TO BE FULL LENGTH GRADES: 1x4 SRS OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NABS SPACED6-O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF OIAPHRAM AT 4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 24 STUD AND A 2x4 STUD AS SHOWN WITH led NAILS SPACED E O.C. HORIZONTAL BRACE TO BE LOCATED AT THE tAIDSPAN OF THE LONGEST STUD, ATTACH TO VERTICAL STUDSWITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS'OR EXCEEDS Lr240. 9. DO THS DETAIL FLAET BOTTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131--X 7) AND NAILS DESIGNATED 160 ARE (0131- X 3.5") Roof Sheathing Max Stud Without I Brace - MAILS �i t (2) -10d NAILS t 2 DIAGONAL l BRACES S 113 POINTS �Speeing i Maximum Stud Length iTruss s @ 24" o.c. 12- O.C. 3-1D 1 311-7 5-7-2 Diag. Grace / 2x6 DIAGONAL BRACE SPACED 48.O.C. at 1/3 points If needed \� ATTACHED TO VERTICAL WITH (4) -lad NAILS AND ATTACHED _, TO BLOCKING WITH (5) - lod NAILS. End Wall B-11-11 2-4OFISPFSWSwd HORIZONTAL BRACE (SEE SECTION A -A) Minimum Stud Sae Species and Grade Stud Without I Brace Ira 2z4 L•Brace L -Brace .—.._I_ (DIAGONAL BRAGP t 2 DIAGONAL l BRACES S 113 POINTS �Speeing i Maximum Stud Length 2x4 DFISPF S d/Slud 12- O.C. 3-1D 1 311-7 5-7-2 7 8 2 11 6-0 21(4 DFISPFStd/Swd ' 16' O.C. 's 3-3.14 3.5-1 , j ¢10:2 B•7-13 B-11-11 2-4OFISPFSWSwd 24- O.C. 2-8-9 2 -B -B 3-11.7 5-5-2 8-1.12 I Diagonal braces over W-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-8" require 2x4'1 -braces atteched. to both edges. Fasten T and I braces to narrow edge of web with 1Od rWs 8" o.c., with 3" minimum and dirdance. Brace must cover BO% of diagonal length. D gyT'i : COUNTY .t BUILDING ONIUM WIND SPEED - 440 MPH f MEAN ROOF HEIGHT � 30 FEET EGORY II BUILDING q 'OSURE 4�R! 7 x 7•9e. ASCE 7•d?, ASCE 7.05 STUD DEStOWIS BASED ON COMPONENT'S.AND CLADDING. ,6 jWARN/NO-yerUy d-hmpe cfvaaW READ NOTES ON Tms 4AM 41CLUDED A97EX REFERENCE PAGE hUP741`3 W. 1007RO16aEFORE Use. Oe&On wL�tl Sm age atyw'hh 6Dl'flL®aanfatfOtb. Ttrs assign h asaee only ffpxl pammmeta #lrryn, and w br do Mtl.Vbua1 bubdtng tofffponvt, nal a uvn oyetem, estate use the bug" desbg mus' MN tits vpPowbety el OcAr PaMfnetem 0.0 maps4y arcotpdme the, damp mea aro MMI eUWnp OSWgn. Beating WAmod is tapmvem bwj tAa NinfliMuol Me webendlor eMtdmemomt ardy. AddMmfaltempsmryeWOeM*Mnlbratt%g %always fegWmd for CMI)My tract to Prevem sob teas aMh powdWe Pmeonal laiu ,• and PmpeHy oermge.. For (mord Baldanx mperdm the tablk=ias,smmae,dogvery.ar.0 nonoOratingotbusaeaOrdtr ass a,sao ANSUrPnnOuotlyOdtaria.OSB49no lC&eWWI e Swely lslarmeuon 91maete Irmo Trtna PliafnefAi/.a 'IIA N. m crr..»,.,..-,., .,...-_ og maAonant M! fA4C. March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE U not I et< usn, Inc. Page 1 Of 1 juJ Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T- Brace / I -Brace must cover 90% of web length. Note: This detail'NOT to be used to convert T -Brace / I -Brace MTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 .10d I 8" o.c. 2x4 or 2x6 or 2x8 16d 8" O.C. Note: Nail along entire length of T -Brace / 1 -Brace (On Two -Ply's Nail to Both Plies) I Nails Section Detail Nails -- SPACING t k Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 2x6 T -Brace 2x8 T -Brace FEB 0 9 2011 NailsT-Brace / 1 -Brace must be same species and grade (or better.) as web member. I (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web f -Brace rated boards with design values that are equal -to (or better) the truss web design values. / For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Br Nails For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Br _ n.. , v. t. r.. - ">t:: • :''.: i,s x rte.^': ':f:!�r Design vaT,d for use only wilh'Mrrek connectors. This design is based only upon., paramcrets shown, and is for inaividuol bvlo. g ccmpener`.L AppsicaWIty of design Dardmenters and proper Incorporation of component Is responsibility of building designer. not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsib116N of the eclos. Additional permanent bracing of the overoll structure Is the responsibility of s -M busding designer. For general gsridance regarding re� ;,-•------ ---'�. fobr1cofioa, quality contra. Voroge, delivery, erection and bracing. consult ANSI/TPIT Guallty Cdtwlo, DSB.89 and BCSII Building component 1777 �Greentrack l.n. Suited 109 SW,, trdarmatlon available from Truss Plate Institute. 583 D'Onofrio Drive, Mofrisdn. WI 53719. C Ws He9hts. Cu. 95610 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing r-- Web Size i 2 2x3 or 2x4 1 x4 (') T -Brace 11 x4 (') I -Brace 2x6 1x6 (*)*T-8 ace 2x6 I -Brace 2x8 12x8 T -Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 2x6 T -Brace 2x8 T -Brace FEB 0 9 2011 NailsT-Brace / 1 -Brace must be same species and grade (or better.) as web member. I (") NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web f -Brace rated boards with design values that are equal -to (or better) the truss web design values. / For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Br Nails For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Br _ n.. , v. t. r.. - ">t:: • :''.: i,s x rte.^': ':f:!�r Design vaT,d for use only wilh'Mrrek connectors. This design is based only upon., paramcrets shown, and is for inaividuol bvlo. g ccmpener`.L AppsicaWIty of design Dardmenters and proper Incorporation of component Is responsibility of building designer. not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsib116N of the eclos. Additional permanent bracing of the overoll structure Is the responsibility of s -M busding designer. For general gsridance regarding re� ;,-•------ ---'�. fobr1cofioa, quality contra. Voroge, delivery, erection and bracing. consult ANSI/TPIT Guallty Cdtwlo, DSB.89 and BCSII Building component 1777 �Greentrack l.n. Suited 109 SW,, trdarmatlon available from Truss Plate Institute. 583 D'Onofrio Drive, Mofrisdn. WI 53719. C Ws He9hts. Cu. 95610 JANUARY 1, 2009 0 00 � o0 a�aa Mi Tek USA, Inc. Nailing Pattern L_Brace size _ Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WE Nails L -BRACE DETAIL ST - L -BRACE MITek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. DIRECT SUBSTITUTION NOT AMICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size I 1 — 2 20 or 2x4 1 x4 — 2x6 1x6 '"' 2x8 2x8 DIRECT SUBSTITUTION NOT AMICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 I 2x4 — 2x6 2x6_ 2x8 i 2x8 ... -- DIRECT SUBSTITUTION. NOT APLICABLE. web V33 'F_ CUNTY DIVISION V S ON F(0\1 ED L -Brace must be same species grade (or better) as web member. r"A•',.:7i: r, ..-.tf,p <scaL,a. ;vrra:rtet.!_ . ., •.. ..- , . ^to ,., -:47 r..;., , `t , S'? .... r. ....z- ,• . ,...r. ...., Design vara fon use only with MfTek ccnnecfon, r s.amign is cased cr6y upor. porume:ers snows., and:s far cn ir;dvidua! b.Fdgq ._cr.+=nen:. App9cabli ty of design poramenters and proper Incorporation of component is responslb6lty of a0ding designer • not truss designee Bracing shown :lector. lateral support of individual web members only. Additional temporary bracing tC Lnsure stability during construction is the responsibillity, of the erector, Addiltonot permanent bracing of,the overall structure is the responsibility of the'bu8ding designer. for general gu'oonae regortlng fabrication, quarify control, storage, delivery. erection.ond bracing, consult ANSIAM Qua81y COW10, OSS -89 and SCSII Building Component Safety infortnatlon available from truss Mote Institute, 583 D'Onofrlo Drive. MadBon, wl 53719. . FEB; 09vu 7777 Greenback Ln. Suite# 109 Carus Heights, Ca. 95010 JANUARY 1, 2009 MiTek USA, Inc. I SCAB -BRACE DETAIL ST - SCAB -BRACE MTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2540 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails� � Section Detail , �-- Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. ` 0 •n::;f:: r r•: r.::n,ra>:.> r.; ar., r:.r,::n.� q:,:a;.. ..... ��6a . Design vond for use linty with tiLiek connectors. This design Is hosed onh upon parameters shovel, and "r, foe an inaivi(ival obuding torr paten;. 1 trees Applicability cf design pdramentea and proper incorporolion of component is resporsibdiiy of Wilding designer • not truss dosignor. Bracing shown is far lateral support of lndfvidual web members only. Addllional temporary bracing to insure stobliN during comUuCtlon Is the responsibilti of the arector. Adquell of permanent bracing of the overoa structure is the responsibility of the building designer. Fo general guidance regarding--=---------•-- fobricroiion, quoilty control, storage. delivery. erection and bradng. consult ANSI/TPfI Quality Cdteda, OSB -89 and 11011 Bullding Component t 7777 Grew;'; L'- Sufleq 109 Salefy lNomrotton ovotlable from Truss Plate Institute, 58? D"ohio Drive. Madison, wl 53719. 1 7777 Heights. Ce. 95610 BUTTE COUNTY JUN 3 0 2017 DEVELOPMENT SERVICES 8713aq RECEIVED I.J' 0 1' 2D17 TRB AND AJSG'0"?AT 3 Is"'Nst." rte + Z PERMIT # BUTTE OOUNn' 011101.OPMENT 161EIIV10636 WMI-1a, F of kin 0qiC0MpLIAN05 26 383 Rio Lindo Ave, Chico., CA 959WL'3i�� p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Josh and Kelly Jimerfield Project: Jimerfield Addition Address: 4295 Stable Lane, Chico, CA 95973 OQR0FESS/0�� C ,y�s Fyc� LU %�'(611 81 �� m 14 CIVIL OF CAL o(01zZIt-I REVIEWED FOR CODE COMPLIANCE AUG 2 4 2017 TRB AND ASSOCIATES Note: Summit Structural Design (SSD) is not responsible for on-site :ins.pection 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. 1 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY'. THE GENERAL CONTRACTOR SHA'LLVERIFYTHAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED; STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN TIME ENGINEER WILLASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OFTHE STRUCTURE. C) THE DRAWINGS AND -CALCULATIONS REPRESENTTHE FINISHED STRUCTURE; AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS; AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION ISNOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATERPROOFING 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. 8) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OFCLAY 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. ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. ALL FINISHED GRADE SHALL SLOPE ATA MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. FOR FOOTINGS, PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 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 II 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 WITH A MAXIMUM ALKALI CONTENT LESS THAN OAS% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH N3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE USE 3-1/2" SLAB WITH 93 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT IN NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITI4 SOIL OR WEATHER EXPOSURE: 85 BARS AND SMALLER: .1 J6" 46 BARS AND LARGER: 2" CONCRETE WITHOUTSOILOR WEATHER EXPOSURE: W J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR pIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) 95 AND LARGER REBAR SHALL NOT BE RE-BENT. Q ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. BUTTE COUNTY BUILDING DIVISION 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 16" 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. F•LOORSHEATHING: Y.." APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH lOd AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALLSHEATHING SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 2044 U.N.Q. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY, GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, RITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2, C. MICRO -LAMS: MICRO -LAMS (LAM INATE D VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285, PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 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 AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'4" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED Y," MAXIMUM FROM FACE OF WALL SHEATHING. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L,I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 193, U.N,O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L 111 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L N2 U.N.O. 4. 2X JOISTS SHALL BE DF -L H2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L H2 6. EXPOSED BEAMS SHALL BE DF -L 111 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS 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 1.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE. SPECIFIC TREATMENT APPLIED TO WOOD, J.) MANUFACTURED "I" JOISTS: MANUFACTURED I 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% 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 2016 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN .TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAAAING MEMBERS. THE CONTRACTOR-SHALLTAKE 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 I6d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING A80VE.ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" BUTTE D®UN'Y BUILDING DIVISION APPROVED 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH. EQUIVALENT FRAMING. AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE.POSTS.WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE -SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OFSTUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U'M.O'. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE.BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'4". CJ MIS-PLA(ED ANCHOR 13OLTS: WHERE•ANCHOR BOLTS HAVE BEEN INCORRECTLYPLACED, USE HILTI QW(K-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 ALLOWED. STUDS SHALL HAVE FULL .BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT SE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICI•i DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE &I D. FOR SILLAND ANCHOR BOLT SPECIFICATIONS. G:) WALL FRAMING' RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PIANS AND DETAILS. 6.6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED' -1/16" OVERSIZE. ' B.). ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING; AGAINST WOOD. C.) 'ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON, INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. LAG SCREWS' SHALL' BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8.1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC,2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS; STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) MINIMUM TRUSS DESIGN LOADS[ TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD'.LOAD' 8 PSF BOTTOM CHORD DEAD LOAD 8'PSF BOTTOM CHORD LIVE LOAD 1OPSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTALLOAD 36PSF UPLIFT'LOAD AS REQUIRED BY THE 2016 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSSTABRICATOR. 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 8-2 CUT AND STACKED ROOF FRAMING. A) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILTTO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BYTHE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: 1. RAFTER MAXIMUM SPANS A. 2X6 DF -L t#2: 9'-6" B. 2X8 DF -L #i2: 13'-0" C. 2X10 DF -L 112: 16'-6" 2. MINIMUM BRACE SIZE = 2X6' 3. MAXIMUM BRACE SPACING:= 4'-0" O.C. 4. PURLIN SIZE -SHALL MATCH THE SUPPORTED RAFTER SIZE U.N.O. BUTTE COUNW BUILDING DIVISION APPROVED IN 8'.) IT IS THE RESPONSIBILITY'OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION.. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANtIEWITHr THE LOADING.CRITERIA. IF ANY SPECIFIC' ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACTTHE ENGINEER FOR ADDITIONAL INFORMATION. 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: D D) 'WIND SPEED: .1.110 MPH EXP C i BUTTE COUNTY BUILDING DIVISION APPROVED PROJECT: PAGE: //�� ---�''� SUMMIT STRUCTURAL DESIGN / ENGINEER: At www. summitchico. coin DATE: DESIGN OF r -F _....... `_..-._._.. .2... J , E I S _ k f i •- 1 _ _,. ._. i l ! , JFI _ _1_ , i k .._ _.._ I __�!__._ .. i �_,. ___. _. lb i _...... ...... ......:.}........E� 3 ---_ -� r ___._ �!C 2e�_� - _ . y .... ..� X20 �b ii _.._i._��... rT fi!:._.."�_._ ! 1 , 1 i f_.... I----' i ! _ .'.._..._..L....._:�.._ -..:I ... ._ _-_ , _ _ -�?,PJZ Pft PROJECT:► PAGE: Co SUMMIT STRUCTURAL DESIGN ENGINEER: \j www.surntnitchicoxom DATE: 0 c, DESIGN OF mol ROME -4.57 Summit Structural Design Project: Page: Engineer: Date: Design of: MMS -Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: ✓~�~1 1. Simple Diaphragm /tel CASE 8 r(D 2. Low-rise 0" '� 1,(USL" a=O l I 3. Enclosed 4. Regular Shaped 5. Not Flexible 6. Not Subject to: CASE A )Y a) across wind loading 0``• ,,' J� I� ! b) vortex shedding c) instability (gallup/flutter) d) channeling effect e buffeting (upwind obstructions 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof d 45' 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not Control the Design: ..- CASE. A � � (1) story and hd30 ft. or CASE cusp0 8 � `�t (2) story max and light framed or (2) story max and flex. diaphragm L= ,21 Long. Bldg. Dim. (ft) 2aL= 16 ft. T= 31. Transv. Bldg. Dim. (ft) 2aT= 6"' ft. V= �110Basic Wind Speed (110 or 115 mph) LCF= x'0.& Load Combination Factor Jt= `1:29, Adjustment Factor Exp, G KzY= ,_ 1. Topographic Factor Adjustment Factor for Bldg Height and h= 40` Mean Roof Height (ft) Exposure, X O= ;<20- Closest Roof Angle gr,12 �j¢,f� Mean Roof Exposure 5°,100,150,200,25°,or 30° Ht. (ft) B ' C,_' D MWFRS Wind Loads (psf), ps=LCF*a*I<zt*ps3o 15 1 1.21 1.47 Location ps,, 0=0 ps, 0=20 Min. Net Ovhg. 20 1 0.29 1.55 A-110 14.86, :20.59 9.60 25 1 0.00-5A', _ 4.80' 30 1 C-110 ;9.83 13.70 � -9.60 35 1.05 9--11.0,E 0.00-3,8 E4.80� 40 1.09 E-110 -47:8&17.88, '25.00 45 1.12 1. .5 F-110 < =10.14 -12.38` 50 1.16 1.56 1.81 G-110 -12.38" -12.38, al 9.581 55 1.19 1.59 1.84 H-110 -7.82 -M4' 60 1.22 1.62 1 1.87 PROJECT.- { 2 1 5 PAGE: v SUMMIT STRUCTURAL DESIGN ENGINEER: J :. www.summitchico.com DATE: 0(,/N / DESIGN OF Ic-ACcG I Loq-8 i i L _ C P ( ... . _ F. ___ , _ , i_ ZJ IN PRI�jR,1,0:1VE Di _w..... _ _ ..-...,... i _ .. _.. .... v.. Ski '2 i i...� .._.�. i - t 1 s ........ .:._. ,. e PROJECT. 1 I _ PAGE: _ - SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico:com DATE: nrcirAl rnr. i : n _ _ Vb 2i r i ....... 1 i r ; i i I f ! I • t i - If ) i 1 { t � t jj i ! 1 : f_._._. I .-...1�..._._...: I i I _ ..,._�__._ ; _ _ _-. S_.. _ --+•............ i ..,, ; ._..._y_ I i I t i #_ � •. f � [j, �jG: � � "��c,� w w T .. - fX`t tin " R J _ J �����(s• 1 `rr►�w:j::� !r'� I. !r `�.a.'r�'��jr �"'"`�'}!i��'Q'(�� .'fq;� f�1�tr' j��'�'' `a .r. .� � F%•`i is wY.. � + �-y Tt �,. yrp� ' z' J,� • r � 'Yt �1•* S3b18.L(1-Wljjj"j' y '^�"(• F.xlj''6y •�.qr fi)a 1,6 1t-v�7M,e� !L,akr itj ri pi,4� . ,�J}�♦-f�•1 ,� ! NGY .� �{ .: G•L �i`� I.tar I+'� '" / , , �N?arl+l"' 4 {�{�� !/ 1, •S'Tc f tij SJ ) ; '`� +' „► Y `..•" i. i �.})�,T�tf��.-i •jy' J•.�t i..! � 1'. � �1' i�*�•• �•iM 14' �..' �. }� +M I,,,.,.../M1 �'��J,i'� \�}.,.I I7��.��j p+✓ �'a1S �":!Iio�YIwr�tii+�y! � + •6�r>,= t�'v'}1+£ q,1� ,k,. i►.,•� .!1 �� �, �,p,�'� +. t, �J'a'� ���+ di��-�"', r����l�"`�+"�~`�� 5a" Tjt raj g a,s t i !' �R1 rf,+p� t ��•�1'"' '�-•�FY Q��I.t..� V. i�}fT '���:/'�•' f • d •tea•-+;;dl�� ��++, ,rat. s.�' ., .. s .rad*:� 9- :. .._ +r.s;:tx�•"�+�-' .:.'�"�"'�"'"1"""""". .r�;.»�-,... .+sal. -mac::. �:.-+,�-.»yrs ,�nn!s'KK 6/9/2017 Design Maps Summary Report I G Design MapsSummary Report y User. -Specified Input Building Code Reference Document 2012/2015'International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.7.99630N, 121.895670W. } Site Soil.'Classification Site Class D - "Stiff Soil" $r Risk Category i.6�','v d - 4 �k "°hra'vsr'/11�'�n "i.x����'LiridR�i:.E.'.. �N5i8 • USGS-Provided Output SS 0.617 g SMS = 0.806 g So, = 0:537 g,. S1 = 0.277, g SM1 = 0.511 g SDI = 0.340 g For information on how the SS'and.Sl 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'r•eference document. c+nr acts zrE 0, aG� n ;n ICERRusYonse Spectrum a,e ao aa: •'1:97 to a IA al Af7 a�a7 f�erxl.i%aEe) r._noa, r tse=1 Dcyr.gti Rcspanye:Specta•rrrr Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. COUNTY BUILDING DIVISION PROVED F' https://eartFi uake.usgs.gov/cn1/designmaps/us/summary.php?template=minimalMali tude=39.79963329425044&longitude=-121.89566944381738&siteclass= 3&... 1/1 y X Summit Structural Design Project: Page' Engineer: Date: 6/9/2017 Design oft Seismic Load Development (ASCE 7-10). BUTTE COUNTY BUILDING DIVISION APPROVED Fp ti 153 .2-66 Seismic Design CategoryD' Ss °0:6.17, Mapped 0.2 sec spectral response Occupancy 2' S1 TO 277 Mapped 1 sec•spectrai response I I .Site Class]_D S In accordance with Ch 20. TL SMS 0;81' Max Considered EO SM1 0.51 Max Considered EQ SDS- - 0.537 Design Spectral Response (0'.2 Sec) SD1 0.34t-Abesign_Sectral_Resop nse.(110 Sec SystemLight Framed Shear Walls �! R t3.5Omega Cd J 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.30 Min Cs 0.02 (.01 outside of SJ) Ct 0.02. x tQ,75` Ta ' 0:17`, Cu ; "1;4r Max T e0_.24`No limit for drift Use T :,0.17 Alt Ss 0.617 Ss may be 1.5 if 5 stories and regular V=0,083,*W ;,, Height to Roof (hn) - 1.8 It W-' r!nt V= • Z4A•k,i Vert Dist Exp. (k) 1 BUTTE COUNTY BUILDING DIVISION APPROVED Fp ti 153 .2-66 PROJECT: SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: AJ www.summitchico.com DATE: 0(ol DESIGN OF c x I LoCaJ Dc v c I 0 pyv\p--+ 72' .... . .. . . ..... 12 c. 1541-7-P� ..... . . ..... . . ...... ........ . . ................ . .. .......... . . Summit Structural Design Shear Wall Design Program Project: Location: Panel Thickness. s1 3/8 Panel Orientation Short Dimension Across Studs.;-! E Nail Type 8d_, Anchor Bold Diam. 1112 i Stud Spacing 7 6 ` in o.c. .Spec Grav Of Framing -G 5' 0 Ar Spec Grav Of Framing C -Q, c -c, AMPA NDS T Fnd Sill Plate Grade DFr6S AB in 2X Sill .'62 AB in 3X Sill 17D73'j5Q ;?p.I.iSAt3.chsrag� Index # Nail Nail Length Diam Embed 1 10d 3 0.148 k150r r...........:.......(�i........ 3: 25 ..... .:148.......`1.=75.; i .16d 3:5 0.162 i x'2:00, :......................................T.....!.....................;..,....,............... �.........:.:......... 4 20d 0.192 .-±2:50 .........................:............4............,....................... �............. ...... 5 i 30d 4.5 0.207 23:00 ....................... V. 6 114" Screw i 0.25 .......................<...........................,...........................•>.......................,....... �:......... 3/8" Screw 0.375 i 3,00 ...........7..........<..........................:i...................,.......>..............1........ <.................,... 8i ................... .A35........:a.......................j..................... 9 1A34. i Edge Nail Alowable SW Joint Fastening Date: 6/12/17 Units (UNO): lbs, in Reduced Cd NDSValue Value 0.84 �11W- ...........................:..................... 1100>_ 0.99 �11;8�- i Z11-6, ..........................141 1.00 L ..............141...... 2X Sill .................. 1.06 ........................... ....................... i 1.70170 _260. :........................ 1:00 .............. 1.........X86:..'....1............86...... i 7.1 .. ............ 1.00 1 i 220 € 220 1.00 400 o 4 0 0 ............:.......................... . ........................... ......... .......... ....... 450 5:3 ..;...... .. i 0....... 3....:.:.65 ...... SW Joint Fastening AB Spacing (ft) 14 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 BUTTE COUNTY BUILDING DIVISION APPROVED Load. Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6.. ' _260. :........................ .2 i 7.1 .. ............ 0 8 20.8 0 3.17 3.73 4' . ................................................. "350. ` .i 2 5:3 ..;...... .. i 0....... 8.....................15.4...................:0...........;.......2.36.......:.....:.2.77....... ..................._...................................................._......................._.......... ....................... 3, Note 1 :' ... .....I.. ,4901 .........:..........................�..................... 2 3:8 .... p........ a....... 11.0.. _ ..........0......... _ ....0.84 ............. 1.98...... 2, Note 1 `......... ;... N .... ..............8 ;..........................._ ..... 44, Note 1 760 4 = 3.6 Note.2 7.1 .... ;....Note.2....,., ..NQ.. ..,,.......1..28...... "' "' 33, Note 1 ....................... p..........................;...........................t.......................,.......................,........................;.............::.:.......... .................................................................. 980 4 2.8 ..... Note 2 ........ ,........;........................::................:..................................;..:..................... i 9 ; 45 , Note 2 '• NG 0.99 22, Note i i 1280 4 i 2:1 i Note 2 i g 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 BUTTE COUNTY BUILDING DIVISION APPROVED 7 - Summit Structural Design Project: Engineer: besian of: Shear Wall Framinci Light Framed Sheathed Shear Walls B&aLatime Aa Sill rho= Lateral AaU Aitac ent Anad=eM ataaLztall 'Load Load Laaglh Length Length L-Q-adM Moudifi.cation Edgefl-ai �fl WaLUO-P, Case 2WLb (ill). A,2 Wind 892.- 10.00. 10.00 1.0.00 89, 1.00 6" ............................... T ............ Se ..... .......... ......................... ............. ............................... ...................................... 7�54' 1 3x! -7 4/101 §8 N 1 ............................. ISMIC = k 1.00. 1 601 A, 1 Wind t-2655� '8.0.0-, 8.00 8.00 3321. 1.00 i 4"* ............................... . ........................... .......... Seismic .................. ............................... 3 .................... ..................................... 184-1 1.00 i 61, 13,2 Wind \�8§2\ '15.M,,.!! 15.00 15.00 59", 1.00 6" ...................... ................. I ............. . .............................. ........... I .............. ......................... .......... Seismic 754\ .......................... . ............. 1.006" I ................. B,1 Wind ...................... . ................ ............................. 34:2��, -1-5-60s 15-00 . . ............................. .... . ......................... -15.00 i ....................... ............................... 228-1 ..................................... . ......... . 11 6' Seismic 1 4-1-3-1 17113 . ....................... 6 1,2 Wind `,,-7�b� i 11.1:50- - -J 11.50 11.50 1.00 ............ ...... . .......................60- ............................... Seismic 1 '754 1 .................. I ............ ............. 85 I ........... ............................... 1.00 i 6" Wind .............. ............................... ..... ............ ............................... \2196? 5.50 . ......... ..................... 5.50 .. 5.50 .................... .......................................... 009, 1.00 1 31- Seismic 1422 1 �14, T ............................ 336-� 1 ............................... 1.00 1 4" 2,2 Wind 1 ................ ....................... ............................... '760. '1 dd�06 1 . ................................. 10.00 10-00 ........................... . ............... 76 1.00 61f Seismic '754) ............ . . ......................... 6" ........... .......... Wind i .............. 196� 48.50 .................. . ............................... 8.50 8.50 1. 1,00 1 6' Seismic --,l 4;�2 1414, - ., .... ..................... ............................... ................ ............ 1.00 1 6" BUTTE COUNTY BUILDING DIVISION APPRU"VED . .. . .. .......... Summit Structural Design Project: Engineer: Design of: Shear Wall Stability SDS=l 0.537 Overturning (+ = uplift) Overall u. H Resistive Gravity OT QT BigWiag N -el Load Laaglh Lffliglb Load Heigh NLQM.Qnl Moment M/ -Q WAUJIMe Qzae- M. A,2 Wind Wind 1 14.00 10.00 200 11 8 7136 19600 ............ .............. Seismic i ................................ ............. ............................... . ...... ................ .............. . ............ . i I 7842 19600 A, 1 Wind 8.00 8.00 300 9 23895 9600 ;,2267 ....... ..................................Seismic,. . .......................... ........... ................. ............................... . ............... I ............ ........13233.....'.......9600..... . .......... ................... 1`024-'-,` 13,2 i Wind if 15.00 15.00 1 200 1 8 7136 1 22500' ' 4 ............ . ...... ............. ............. I ................. ... .............. ........ . ..... I ......... ..... .......... ; ..................... Seismic E 7842 22500 264, ......................._......• Wind 15M 15.00 1 1 300 Oki- --b 30807 .1 ............................. ........... � �q 704, ................ Seismic i 00 *02-06- 33750 L 1,2 j Wind 16.50 11.50 385 1 8 i 6080 i52408 �a 1537 .............. ............. I ................ ............................... 4 .................. s. ........... . ........ ...................... ................................l................ i seismic 784784252408 .11"., tZ 1,1 ................ Wind 5.50 5.50 ............................... .......... 500 Oki- 9 1 19764 .. 768 ................ i I ..................... ............................... ............................... . ..... ......................... ................................ ......... Seismic 16637 7563 03 ............ ........... ................................ Wind 14.00 10.00 ................ .............. .................. .................. 385 1 ...... .............. 8 6080 1 37736 ................. ............................... ...... ...... ........... 1 Seismic 7842 37730 Wind 11.50 8.50 ........................................ .................... ............................... ............ 385 ..... . ............. . ............................... -5-7 "9 19764 25458 ....................... 77 Seismic T 16637 .................. ....... ...... 25458 „285 2 2-' '74 _x ( kx 20) 4- (9'+0) (2C)) = -0 0 . 6 - 0,14�0,c, 1-7) 0, 514 -M -D eQ "65 PROJECT: PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: Aj www.summitchico.com DATE: C)(0 DESIGN OF n - EM- W47 �Wf; OlVf PROJECT: -7 2 PAGE:SUMMIT STRUCTURAL DESIGNENGINEER: AJ wvlw.summitchico.com DATE: 0(ohDESIGN OFLJ ] `' --�--' LJ PROJECT.- PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: A www.summitchico.com DATE: DESIGN OF J(D L 0 —4--f J—J Qps . .. ...... . . .. ......... . ..... IKO: . . ........ ......... .. t ......... . ---------- 1 Col0 1 cl, . ..... ..... ........ . . ........ ...... ol- it L, L ...... ...... . . J b�! ........... : � i 1 9. ........... ....... .... a- u DIU, K, 91-0W ..... .. . ..... ; .. . .......... .......... 'PIP19 9, rED PROJECT. .51 PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: AJ na'i www.summitchico.com DATE: DESIGN OF Gar 0,,/ ; -,.,/ ( bC_Gyv-L C, -) in .......... . I . . ........ ...... . .... ......... I ...... '17 ... . ............ ............. . l-.1'.1., L-J .. .... .... . . ......... . . ... . ......... .. ....... . F_ 4�f . .. ....... . ............. .. . F-1 It . ............ . . . .......... ...... ..... IT . ........ ....... . .. . . .... ......... ....... .. ............... ............. in COMPANY PROJECT c WoodWorks@ . sorrlvARf ran 1v000 olrrc:v Juno 12, 2017 14:00 17-21501 Design Check Calculation Sheet Woodworks Sizor 10.1 I Loads: Load Type Distribution Pat- .Location (ftl. Magnitude unit 1J0.1 ._ _... -... _.. torn Start End- Start End 171'.9 Root UE, Dead - Fu Area 1036 0.25 L/240. 1U.00(12.50) -_ pa. Roof LL Roof constr. Full Area Beam 0.76 0.00(1.2.50)• psf Via ll DL Doad. Full. Area 0.71 .Load comb 20.00 (2.00)' pst •1L10UCa Cy •,3Uca lac/ Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 5'-t" Uniactored: Dead Roof Live Factored: 674 635 .. 67,! 635 Total Bea,rl ng: .1309 _.. - ... 1J0.1 Capacity .fb' 0 700- Flo' 937 fb/tb' 61!76. Bean 171'.9 - 17111 Supports 1036 0.25 L/240. Uf36 Anal/Des - - 1.0.0 - 2 Beam 0.76 0.76 Support' 0.7.1 0.71 .Load comb 02 02 Length 0.50' U qp. Min req'd 0.50' 0_1.0 - Cb 1.00 E=earthquake 1. 00 . Cb min 1.00 - 1'000 0 Cb supporta 1.07 1.0'7 Fc su G25 .575 Timber -soft, D.Fir•L, No.2, 626.(5-1/2"xS-1/2") Supports: All - Timbor-soft Boom, D.Fir-L N0.2 Total length: 5'-1.0' Lateral support lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (os!) and Deflection (In) iinn nos 7m2 - Criterion Anal sic Value Dorian. .Value Anal sis/Design. Shear v � Fv = 2 .2 tv -Donding,l) .fb' 0 700- Flo' 937 fb/tb' 61!76. :Live" Ue't.o 0.04 a <L/999 0.17 L/360, DP, 22 'total UaEl'n 0.09 L/637 0.25 L/240. - 0.30 Additional Data: FACTORS: F/E (psi)CD CM Ct. ICL CF Cfu CrCert -Cl Cn ,LCO Fv' 170 1.25 1.00 1.00 - - - - 1..00 1.00 1:00 2 Fb'+ 750 1..25 .1.00 1.00 1.000 1.000 1..00 1.00 1.00 1.00 - .2 FCp' 625 - 1.00 1.00 - - - - 1.00 :1.00 - - E' 1-.3 million 7..00 1..00 - - - - 1.0.0 1.00 - 2 CRITICAL LOAD -COMBINATIONS: Shear LC 02- - D.Lr, v v -1290; V design 1.051 lbs Bending./+): LC 02 - D«:Gr, M -_ , 1.63fi lb0-ft Deflection:. 'LC 02 = OtLr- (live) LC 112 = D+Lr (total) .. 0 -dead 6nlivn S -snow W -wind 1 -impact "Lr••roof livo Lc -concentrated E=earthquake A1.1 LC's aro .listed in tho Analysis output• toad combinations: ASCE 7-10 / IOC 2012 CALCULATIONS: Deflection; El - 99e0G ib-ln2 ":Give" derlecti.on - Deflection from all non-doad loads (live, wind, snow...) .Total Deflection - 1.50.(Doad iLood Deflection) 4 Live Load Deflection. Design Notes: 1. WoodWorks analysis and design ata In accordance with the ICC International Building Code (IBC 2012)• the National Design Specification (NDS 2012), and Nos Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3, Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.4:1. BUTT' COUNTY BUILDING [DIVISION APPpOVEI) COMPANY PROJECT Wo o d Wo r l Suno 12.20 ,7 14:15 17:215 D2 SOMVARf WR IVO0o 1115117., Design, Check Calculation, Shoot. 1Noodwolks SRar 10.1 I L(iads: Load Types DIo ibutlon Pec- lain Lochtion Ift:) atntc Cnd Hegnlcudo Ot. cc End unit, toot. 1)1. an re. . v Fv 0� U'. V)! pa Roof LL Roof censer.. 11 At.. 0001. Li va Wi Cl •n 20.00('12..501• pat Uall DL 0ond ll Ata. P 0-1 0c.m.1.00 0.47'• '.20.00110.00)• pa(' Floor UL Dood' 11, At.. O,n7 Load -.1, 20.01)(10..501' pa[ n ooc LL Llva 11 Ata. 40.00(10.501' P.f Maximum. Reactions (lbs), Bearing Capacities (lbs).and Bearing Lengths (in) Unractoied: Dead IAl Roo( Llve 3262 7157 1204 - 2 l': -I {w'O4 r- d; Total 5047 Shc.t 5043 C.p7cl i'y Fv . v Fv 0� Uenm 5013 .1965 tili43 Supporta 0001. Li va Wi Cl •n 600: A-1/0- -1/Ove 0.34 L/310 l(0.�5a 0-1 0c.m.1.00 0.47'• L1240 i.GO Support 0:97 O,n7 Load -.1, 03 113 I.ongth l.G] Hirt ,rcq'd 1.63 Cb 1.00 0 CL. ndn 1:00 l.00 Cb ,auppert '1:07 .i..e1 F 625 629 I GIuldm-Unbar., Weat Spoclos 24F-V4,DF S•112 -x0-1/2" '/ laminations, 5.1? max mum.widlh, Supports! All - 71moor-so0Boom, D.FlrL No.2 ToloI length: 10.3.3", Lateral support lope at suppers bottom- al supports: Analysis vs. Allowable Stress (psi),and Deflection (In) uilim NDS Hill Crltoclon 1An,,IVdl0 V.luc lWalan Value Anal-'S1a/Donlan Shc.t v Fv a v Fv 0� Ocmtl.nglil It, .1965 r1)• - 2376 t1)/Fb'.e 0.00• Li va Wi Cl •n 0:17 L/720 0.34 L/310 l(0.�5a Tatar. oo[l'n 0.47'• L1240 0.51 a .1./240 A0 9G Additional Data: FACTOR": r/wpwcu CH Ct CL CV Ctu Cr cert I,ov- Cri-c- Leo Fv' 2e5 1.00 1.00 1.00 - - - - 1:00 1.00. 1.00 2 r6•+ 7100 1,0o 1:00 1.00 0.990 1.000 1.00 1.00 1.00 1.00 - rcp• 650 - 1.00 1.00 - - - 1.00 - - - 'E' I.G million ]:00 1.00 - '- - - 1.00 - 3 Eminy' 0.Wi milli.. 1.00 L.00 - - 1.00 3 CRITICALLOAD COMBINATIONS: 'Sho.r I LC 02 a D4L, v a 5747, V daalon 4440 Abe 0ondlagt4'11 LC 02 • O -L, H a 13550 lba-(k DO Election, LC 'E3 .:D+.75(LrLrl I11V.1 LC Yl �'.Ut.75l L.Lrk Itet.q D -d ... L L-llvo 5- ntiQ tf-.ind 1-lmpoct I;-. e.f .II.- Lc=co.caotr.tad-E.-thqu.ke •All. Woaro lLstod'in'the Analyolo output - 'food caaLinaclonal ASCE 1-I0 /'IOC 7012' CALCULATIONS: Da Elaettani 63 • 707e00 1L-1112 "Live` dofloction -.Co (rock ton from all non-do.d load. III.- wind, v_ r 1- 7ocn1 UU(10Ftlon - l.Spl D..d.la.tl Oa (laccian) f Lava Lo.a Oa(loetlon, rte, Design Notes: I. WoodWmks analysin and design are In accoldanco with the ICC Intemallonal Bulklin0 Codo BBC 2012), Ilia National OeslgnSpOcllieollon (NDS 2012), mW NDS Design Supplement. 2. plonse 4arify that the doraun dollacdioil Emits aro opprepdnto for your opplitadon, 7. Glulam design valuoa oro (ormeledals cunronoing 10 ANSI 117.2010 and manufaclumal,in accordance vAlh ANSI A190.1-2007 4. CLULAAt: hada atlual breadth x attuol doom. 5. GI.Ia n Boom$ shnit be Info/ally supponeo aocoldrog to Ilia provisions of NOS Clnuso 3.1.3, 0. GLULAIA: e6ring length bated On ananor of FwIlonalon), FeNconlp'n). BUTTE COUNTY BUILDING DIVISION r 7 -" 17.71 , -.-W-ter-"-- COMPANY PROJECT WoodWorks® wFru,Aarron lv000 oistCA• Juno 12,201714:39 17-215 B3 Design Check Calculation Sheet WoodWoiks Sizer 10.1 I Loads: Load .Type Distribution I Oat-Locati'on Total scaring: Mapnitudo Unit Copacity V - tern ,ft! "art End: ..Start End 890 F oor OL Doo Fu Area. 2090 Support '20.OU psi Floor LL Live Full Area 92 Length r40.00h puf Maximum Reactions (lbs): r-i5s� 1 Unfoetored: Oand Live Factored: 227 454 - 227 454 Total scaring: ....._- _. ._ .. .. 682 6112 Copacity V - v90 supports 998 890 Anal. es N - 2090 Support 0.76 0.72 Load comb. 02 92 Length 0.50" O. SO' .Hip req'd 0.50• 0.50' Cb' support 1..15 1.15 FcP sup 625 62'. I -Joist, APA PRI, PRI.60,'2-112"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor Joist spaced ®116" cic: Total length: 17'-0.5'; AnaIvsIs vs. Allowable Stress h3sll and Deflection lint uainn nlns iniq - Criterion Analysis Value Donl n Val.uo Anal. sis/Desi n ear V - v90 yr 1_10 V r " y.0.4U Sending (I N - 2090 Nr 4900: t1/lir e 0.59? Live Defl'ii 0.46 - L/505 0.42 �- -L/400 0':95 Total Oefl'n ,0.7io -� L/2891 0.05 = L/240 0.03 Additional Data: FACTORS: F/B CD CM 'Ct CL Cr Cfu Cr Cfrt Ci Cn LC9 yr 1420 1_00 - - - - - 1,00 - - 2 14r+ 49001.00 - - - - - 1.00 1.00 - - 2 EI 371.0 million - - - - .1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear i LC 02 D -L, V600,1b5 Bonding(+): .LC 02 D+L, M o -209011135-ft 'Deflection; LC 92 D+L Iliva) LC 92 DrL (total) D=dead L=live S-unow tl-wind.Ialmpact Lr -roof live Lc -concentrated E=earthquake .A3:l,LC'a are listed -:in the Analysis. output Load combinations: ASCE 7-10 /•IBC 2012 CALCULATIONS: oeflectton: EI 371006 lb-ln2 k= L.39oD6 iba "L.va" de Election Do[luction from all non -dead loads (live,. wind, snow,..) ' Total Doflection � 1.50(Doad Load Deflection) + Llvu Load Deflection., Design Notes: 1. WoodWotks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default defection limits aro appropriate for your application. 3. Wood Works Slzor provides preliminary estimates for I -joist design. Each wood I -joist producer develops Its own proprietary design values, Please contact the manufacturer for a arstom lyoist version of Sizer or other ]-joist design software. 4. FIRE RATING: Joists, wall studs, and mulil-ply members are.nol rated for Ore endurance. BUTTE COUNTY BUILDING DIVISION A P ON/ COMPANY.PROJECT WoodW-o rks� June 12.201714:49 17.21504 .i0mv4nr roA woon nisirr, Design Check Calculation Sheet WoodWorks'EIzer 10.1 Loads: Load - -Type - 01etribution pat- .ti.- yfcl Ragnliudi unit teen Dta [L End 5-1L Eid ao 04 1111 IL . tee Roof I.4 Roolconeir. Fu11 Aree. '20.00 124.01•af -T1-utary iN. c nl Maximum Reactions (lbs), BearingCupacitios'(Ibs) and Bearing Lengths (in) 14'•0.4- Un[aatb[rd: Ocad nouf Lf vo 251 271 257 211 Factored: Tote] 520 - 5:0 V. thut a. 0b.t: V 807 4G7 capneity Bending til, ib = 990 Jo1ec ; 520 520 Isuppotia 010 - 610 -1 /Dae J'H. total Ih [1'n .elle1..00 0.95 1.06 aupporc. '0.05 O.us Load. cab 02 It, Length 1.s3 U,5] 'Ilia req•d 0:53 0.57 Cb 1.00 t.00 Cb min 1.00' 3.00 CE eupporc 1.25 1.25 P .0 825 c25 Lumber -OOP., D.Flr•L, No.2,.WO (1.1/2'115-1/4") 6uP=1Dr All - Tlmbor•sal Barn, O.PInL N0.2 Roof jai;I 6lmeod .127.0• dc. T01o1 length: 1P -B.1'; Pilch: 7112; Laloral aujlpan: top- full, bottom^ at supa0ha: Repetitive factor: nppllod whore pennitled (ruler to online help); Analysis vs: Allowable Stress (psi) and Deflection (in) .sola NDS 2011: Crf tori on An.l Sia•Valuo 1W.10. V.Lue Anal eta/Deaton- Y oar v V yv, • v Fv 1119: Bending til, ib = 990 Pb' + ]A27. fb/ffi' f 0170' Ll va Uefl'n D.21 • L/013 0.71 'I✓2d0 J'H. total Ih [1'n O.S1. • 1 35 0.95 L/100 Etnin' 0.50 .aullien X1.00; 1.001.00 Additional Data: .FACTOR^+: r/E 1pal)CD CII Ct CL Cr Cfu CC Cfrt Ci Cn LC% Fv' (00 1.25 1,00 1.00 - - - - 1..00 '1.00 l..00 '2 Fb'+ 900 1.25 .1 00 1.00 1.:000' 1..100 1..00 .1..15 ..1.00 I.00- 2 FcP' 625 1100, 1'.00 - - - - 1..00 3.00 - - E' 1.6 mL1110. 1.00 1.00 - -: - - 1.00 1,00 - 2 Etnin' 0.50 .aullien X1.00; 1.001.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Slivar t. LC %2 +'O+Lr, V dG9, Vdl9n oo1i-fe 411 lbs 0attd1 ngl l)r LC 02 • D�Lr R • 2770 1 _ 'D.floct$ent LC 02 • D-LRival LC 92 • Dr Lt Itutal) 0 -dead Lelive s•anow'lieulnd 1•lepaet Lrereof live bc•aoneent-ced.t'•earthquake A1.1,LC'. aro llacod In thc•Analycle output Load.comLlnatlons: ASCE 7-.10 / IDC 2012- CALCULATIONS: Deflattlon: EI • ^150.0GAb-L.2 "Live•"cinfloeticn • Doflectlof from aLl non -dead load. Illve, Lind, anon. -1 Totn). Deflection • 1.50(Dend Load Dofloctlonl r Live ' Load Deflection. Onaring: 'Allowable bnating .at an englo V-010tu 'calculated no uvr '03 3.10.3 Lor each auppoat Design Notes: 1. WootlWorks analysis and 01" "a In otcomenw vAh Ina ICC Inlemnlionai DulRlblg Cado (18C, 2012)i ills National Design spoc)ncation (NOS 2012), and NOS Design Supplement. 2. PI00aa wanly Thal leo volouh denecllon limits aro approprlato,for yourappllcanon. 3. Sawn lumber bonding members Shall b0 Wlerallysupporletl alzonung to Noprovlslons of NDS Clause'4.4.1. 4..SLOPED BEAMS: Iavol hearing Is raqulrod for Sloped boams. 6, FIRE RATING: Joists. wall studs; and multi -ply members are not rated for fire enauranco. BUTTE COUNTY BUILDING DIVISION ,APPRO'V'E® Q)-WoodWorks'COMPANY PROJECT SOFnVARf FOR n'000 DiS1GN June 12, 2017 14:52 17-21585 Design Check Calculation Sheet WoodWDrks sizer 10.1 Loads: Load Type Distribution Pot- :Location (ft1 NOgnitude Unittorn 01.3 904 Factored: Tot::al Start End- Start End Roof UL - Dead - 'FL Area 1 -.0 9.00 ps. Roof LL Roof levo Full Area 20.00-19.601' of .Tri. ptsry-W t t) Maximum keactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 1o• -0.s^ Unfactored: Dead .Roof Live 813 904 ' 01.3 904 Factored: Tot::al 1717 - 1717 Bearing: Capacity Pv' - v Fv' = 0.33' Boron 1719 1065 1,119 Supports'. 180.6.. five Defl.!n 1636 An a.1/Dos 0.33-= 'L/360 }�OA ja Beam 1..00 :L/352 1.00 Support 0.94 0.94 .Load comb 1)2 82 Length 0.,.50• (1.50• Hin req'd D, 50• 0.50• Pb 1...00 E=earthquake 1.00 Cb min 1.00 1.00 Cb support .1.07 1.07 Fcp sup 625 625 'Minimum bearing length setting used:'112" for.end supports Timbor-soft, D.FIr-L, No. 1, 6x8 (5-112"x7-1/4") Supports: All - Timb@r-soft Beam, D.Fir-L No.2 Total lengt h: 10'-0.5,; Lateral support: lop= 24 boltom- at supports; (inI Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Anal sis/Desi n Shcarv - 56 Pv' 1100 :1.00 v Fv' = 0.33' Bondi ng l+t (b = 1065 Flo a 3200 n rb/Fb' /0:89* five Defl.!n 0.14 s L/820 0.33-= 'L/360 }�OA ja Total Do.fl.!n b.34'= :L/352 0'.50 w L/240 ((i (). 68, Additional Data: FACT011S: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Cl. Cn EIC If Fd' 170 1.00 1.:00 1.00 - -� - 1.00 1100 :1.00 2 Fbi 1200 1.00 1.60 1.00 1.000 .1.000 1.00 1.00 1..00 1.00 - 2 Fcp' '625 - 1.00 1.00- - - - 1..00 1.00 - - E' .1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V - 1710, V design m 1496 lbs Banding'(+): LC 02. = D+Lr, M - 4275 lbs -ft Deflection: LC 112 D+Lr (live) LC 112 D+Lr (total) D -dead L -live $-snow to -wind I -impact Lr -roof live Le-concontrated E=earthquake Ali. EC's aro listed in the Analysis output Load combinations: ASCE 7-10 / I13C.2012 CALCULATIONS: ' Deflection: El _ '279,606 -1b -int "Live" deflection 'e Deflection from all non -dead loads (livo, wind, snow..:) Total Do r lection - 1..50(Dead 'Load Deflection) + Live Land 'Deflection. Design Notes: 1, Wood Works analysis and design oro In accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS 2012)• and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber banding members shall be lateralty, supported accordingla, the provisions of NDS Clause 4.4.1. BUTTE COUNTY BUILDING DIVISION A 1. ROWED t COMPANY PROJECT WoodWorks° SDer1VARe rOR 1VOOo ae1rGN Juno 12, 2017 14:55 17.215 66 Design Check Calculation Sheet WoodWorks Sizor 10:1 Loads: Load Type Distribution pat- Location iftl "911t do Un1t 2677 2077 Cern SL•art End Start -End toot UL 0aa FV Iea 2671 '10.00{14,U0)' p. Roof LL Roof conatr. 'Full Area 2060 20.00.11:4.00)• sf. 'Tributary 1110th Irrl Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfac tared: Dead Roof Live -- 1260 1409 - 1.2 f:0 14n9 FocLorod•. Total. 2677 2077 Dearing: Capacity v " 66 seam 2671 v t'v _ 'g:3 � Supports 2060 2060 Anal/Des 1607 fb/Fb' = 440..60, Denis 1.00 1.00 support 0.94 0.:14 'Load comb 02 112 Length a 0,70 Vin roq'd 0.70 0.70 Cb 1.00 1.:00 - Cb'min 1..00 1..00 C6.eupport 1.07 1.. 07 F' sup625 625 Timber -soft, D.Fir-L, No. 1, 6x10 (6-112"x9.1/4") Supports; All - Timber -soft Seam, D. Fir -L. No.2 Total length: 10'-0.0"; Lateral support top= 24 bottom= at suppors; (in) Analysis vs. Allowable Stress (psl) and Deflection (in) using NDS 2012: Criterion Analysis Value Desitin Value �u a1 sis/Design+ ski v " 66 Fv o 1.00 1.60 v t'v _ 'g:3 � sendi.nq l+) eb 1017 Fb' 1607 fb/Fb' = 440..60, Live Defl'n' 0.11 = T999 0.33 L/360 -9.33 Total Dnfl'n 0.26 = L/470 0.50 L/240 ;0.51 Additional Data: FACTORS: F/Elpsi)CD- CH Ct CL cF cru Cr Cfrt Ci Cn LCO Fv' 110 .1 25 1.00 1..00 - - - .7...00 1.00 1.60 2 Fb'+ 1750 1.25 1.00 1.00 1.000 1,000 1..00 1.00 1..00 1.00 - 2 Ftp' 625 - '1.00 1.00 - - - - :1.00 1.00 - - E. 1.6. million 1.00 1.00 - - - - '1.00 1.06 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 02 - D+Lr, V - 2660,.'V design - 2233 lbs 0ending (t-): LC 02 . D+Lr, H - 6650 aba-ft Deflection: LC 02 - D -Lr (Live) - LC 92 o D*Lr (total.) D-doad Lnlive S -snow tf=Grind 1=Impact Lr -roof live Lc=eolreentcated E-earthgdake All Lt's are listed in the Analysis output Load combinations: ASCE 7-10 / 7.00 2012 CALCULATIONS: Def.leetion: El - 560e06 1b-ln2 "L vs" defleet.lon - Deflection from .all non -dead loads (1.lve, wind, anon.-) Total Deflection - 1.50(Dead Load Dafluctlon) * Live Load Deriectimr: Design Notes: - i. Woodworks analysis and dosign are in accordanco with the ICC International Building Code (IBC 2012), the Notional Design Specification (NDS.2012), and NDS Design Supplement. 2. Please verify that the default deflectionlimits oreappropriato for your application: 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1: BUTTE COUNTY BUILDING DIVISION 0 A 27 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Timber Column .Design Values per NDS 3,7 4X DF-L(N) #1 Fc Emin d KCE c, 1000 580000 3:5 0.822 0.8 Stability le.(ft) Reduction Cp Fc'.(psi) Column 4X4 4X6 Capacity (lbs) 4X8 4X10 4X12 5" 0.83 828 10138 15932 21725 27518 3331.2 .6 0:73 731 8.949 14063 19176 24290 29404 7 0.62 622 7625 •11982 16340 20697 25054 8 0:52 521 6.378 10022 13666 ,17311 20955 9 0.43 434 53.18 8357 11395 14434 17473 10 0.36 364 4458 7006 9553 12101 14648 11 0.31 308 3771 5925 8080 10235 12389 1.2 0.26 263 3220 5061 6901 8741 10582 13 0.23 227 2777 5951 7538 9124 14 0.20 197 2416 *4364 379.7 5177 6558 7939 15" 0.17 173. 2119 3331 4542 5753 6964 ' 16 0.15 153 1873 2943 4014 5084 6155 17' 0.14 136 1667 2619 3571 4524 5476 18% 0.12 122 1492 2345 3197 4050 4902 19. 0.11 110 1343 2111 2878 3646 4413 20 0,10 99- 1215 1910 2604 3299 3993 21: 0.09 90 1105 1736 2367 2998 3630 22 0.08 82, 1008 1.585 2161 2737 3313, 23 0.08 75 924 1452 1980 2508 3036 24 0:07 69 850 1336 1821 2307 2792 25 0.06 64 784 1232 1680 2129 2577 26 0.06 59 726 1141 1555 1970 2385 27 0.05 55 674 1059 14.44 1829 2214 28 0.05 51 627 985 1343 1702 2060 29 0.05 48 585 919 1253 1588 1922 30 0.04 45 54T 859 1172 1485 1797 0 A 27 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Timber Column Design Values per NDS 3.7 6X DF-L(N) #1 Column CaC1ty_(Jb Fc Emin d 1000 580000 5.5 Stability Reduction le (ft) Cp Fc' (psi) . 5 0.94 942 6 0.91 911 7 0.87 871 0.82 820 9 0.76 759 10 0.69 692 11 0.62 622 12 0.56 556 13. 0.50 495 ' 14 0.44 441 15 0.39 394 16 0.35 353 17 0.32 317 18 0.29 286 19 0'.26 259 20l 0.24 236 21 0:22 215 22 0.20 197 23 0.18 181 24 0.17 167 25 0.15 155 26 0.14 143 27 0.13 133 28 0.12 124 29 0.12 116 30 0.11 109 CE c 0.822 0.8 6X12 59586 57635 55075 51845 47997 43738 39370 35176 31332 27911 24915 22313 20057 18100 16399 14916 13617 1.2475 11467 10573 9778 9067 8430 7857 7340 6871 i BUTTE COUNTY BUILDING DIVISION APPROVED Column CaC1ty_(Jb 6X6' 6X8 6X10 28498 38860 49223 27565 37588 .47612 26340 35918 45496 24795 33812 42828 22955' 31303 39650 . 20918 28525 36131 18829 25676 32523 16823 22941 29058 14985 204.34 25883 13349 18203 23057 11916 16249 20582 10671 94552 18432 9592 130.80 16568 8657 11804 14952 7843 10695 13547 7134 9728 12322 6513 8881 11249 5966 8136 10306 5484 7478 9473 5057 6896 8734 4676 6377 8077 4.337 5913 7490 4032 5498 6964 3758 51.24 6491 3510 4787 6063 3286 4481 5676 6X12 59586 57635 55075 51845 47997 43738 39370 35176 31332 27911 24915 22313 20057 18100 16399 14916 13617 1.2475 11467 10573 9778 9067 8430 7857 7340 6871 i BUTTE COUNTY BUILDING DIVISION APPROVED .N Summit Structural Design Project: - Page. Engineer: Date: Desi n of: Roof Framing Roof Loads: :DL= 18. psf LL= 20 psf Roof plywood: 1./2"' CDX APA rated (32/1'6) plywood or OSB equivalent. Apply facegrainperpendicular to - framing, stagger panels and nail with Sd @ 6° O.C. edge and'12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Spacing = 24" o.c• Loads: T.C. Live Load— 2G'psf T:C. Dead Load = 10 psf B.C. Dead Load = 8 psf Total Load = 38 psf In a 2x6 wall provide a stud directly under each truss, reactiongreater than 2250#. In a 2x4 Wall provide a stud directly under each. truss,reaction.greater than 1350#. TypicaFHeaders (uno): Use 6X8.DF#2, use (2)..trimmers min, at all openings larger than 4'=0 BUTTS COUNTYN BUILDING DMS •®VE ,� -:. ,.u. �. i 'a: .f d � ».� N 'f `Yk t.,� A' :: M�✓J,�.. �µ , y � 777 S Summit Structural Design Project: Page: Engineer: Date: Desian of: Floor Framinq Floor Loads DL= 20 psf LL= 40 psf Floor plywood: 3/4" T&G.APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing; stagger panels and nail with 8d @ 6" O.C. edgo and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior'shear walls. Floor Joists: ` Joists: Use manufactured "I" joists (such as Truss Joists), and install per manufacturers . recommendations using U00 deflection criteria, Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim .(such as deck ledgers). Sawn Joists: Sawn lumber joists shall be sized per CBC Table 2308.8(2) using E < 1.6 UNO, BUILDIR OI�i1S10 .......................................... .... ..... . ........ ....... ...... ..... .._._ Summit Structural Design g Project: Page: Engineer; Date: Design of: Foundations' Soil Bearing:: 1'500 psi stem wall (Non -retaining): (tc'=2500 psi) 8" wide with (1) #t4.continu6us at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. sonry stem wall (Non -retaining): S":solid grouted (f'm = 1500:psi) with:#4 at 24"'O:C: each way. Continuous footings: (fc' = 2500:psi) Widtb, TNc.kriess. C-ap-(pl.f.). ap.Womico 12 12, 1500 (2).#4 cont - 15 12 1875 (2) #4 cont.. 18 12 2250 (3) #4 cont. 24 12 3000 (3),1#4 cont. 3b 12 3750 (4).#14 cont. Spread Footin'gs:(fc'_2500 psi) Bein:fotcJng Cap. 1✓bJl ae-Om Label Size. Thickness E.a..Y..1!ay.. Kips Simpson F1. l'-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) #f4 6 PB F2,5 2'-6".Sq: 12 (4) #4 .9:375 PB F3 3'=0" Sq. 12 (4) #4 13.5 CB F3.5 T-6" Sq. 12 (5) #4 18:375 CB F4 4'-0" Sq: 12 (5) #4 24 CB F4.5 4'-6" Sq. 12 (6) #4 30.375 CB F5 5'-0" Sq. 12 (7):#4 37.5CB 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) #5 63.375 CB Note: Bottom of each footing shall be at least 12`':below finished grade or as peHocaf requirements. BUTTE COUNTY BUILDING DIVISION .APPROVED