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B16-2702 000-000-000
A. Summit Structural Design 383 Rio Undo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com October 28, 2016 RE: Warren Shop, 855 Ophir Road, Oroville, CA To Whom It May Concern: I have reviewed the truss calculations by Endeavor Homes dated 10-24-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 10-24-16. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. ,4Z EDy� F C M EXP. /3 1% q crvk i/ 4F CA,tI�[Ya- BUTTE COUNTY DEC 0 6 2016 DEVELOPMENT' SERVICES r -A ! i y � f -FiLe-- 6.h 1 pOpftPT44y�,�e4rq�" p �a"`tR7A:a�1'. .0 bC'tk NMI Tf Fi'.:.t, �A. aLn xa^e g;.; ; 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Client: Michael Warren Project: Warren Shop Address: 855 Ophir Road, Oroville, QaoF F' fi CL88 , EXF.Ol b , CIVIL <��<' I OF CAUFO� �0 CA PERMIT >J 2. F+.!?TE 01+.;NTv DFVELOWENT SERVICES REVIEVVED FOR t ODE rONAPLIANCE DATE_J 2 Z 3. j J � By Is1 BUTTE COUNTY DEC 0 6 2016 DEVELOPMENT SERVICESS ( Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. F (—LIE (f..r Summit Structural Design PROJECT: Warren Shop STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 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 SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS, SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE., AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECTTHE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS, E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBCTABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL, ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS, ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT, J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC, THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE 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 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #3 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. Summit Structural Design PROJECT: Warren Shop G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 W, #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: '/ 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS; A.) SHEATHING: 1. ROOF SHEATHING: %" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE, B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O, WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC 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 (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 0.) 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'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L 42 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS 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 I.) 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). Summit Structural Design PROJECT: Warren Shop 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 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 FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORTALL 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 OF STUD 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.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT fl 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 BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE, F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 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. Summit Structural Design PROJECT• Warren Shop C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C ll� Summit Structural Design Project: Warren Shop Engineer: RKB Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 1.5 psf Roofing 3.4 psf Framing 5.0 psf Gyp 2.8 psf Insul 1.0 psf Misc. 3.4 psf Total (sloped) 17.1 psf Total (horiz) 18.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 8.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf Gyp• 2.2 psf Insul. 1.3 psf Total 16.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf �n, w PAGE: PRoJEcr:'. SUMMIT STRUCTURAL DESIGN s" ` ENGINEER: � ,,, �` �'� www.summitchico.com DATE:, z� �,�� DESIGNOF t'1," tinti. �►>�� �'�, n� J- Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Seismic Mass and Seismic Load Development Roof Area (ft2) Weight (Ibs) Roof 1064 19124 Roof Snow (20%) Shear (Ibs) 0 0 Working Stress Height (ft) Length (ft) Weight (Ibs) Walls(ext) 12 124 11904 Walls(int) 12 15 540 1177 A Total 31568 Roof Area (ft) Floor Area (ft2) Ultimate Working Stress 1064 0 2535 1811 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft2) Working Stress rho Total 1 532 905 1.30 1177 2 532 905 1.30 1177 A 532 905 1.30 1177 B 532 905 1.30 1177 Goj-,)S*leearth feet 1000 meters 300 `(v% -- I-,� \ , �"-\" �?4' Design Maps Summary Report � User-8pecifiedInpot Building Code Reference Document 2D12/201GInternational Building Code (which utilizes uSEGbvzanudata available in2VoV) Site Coordinates 39.470N,121.54«VV Site Soil Classification Site Class D—"Stiff Soi|^ Risk Category I/I1/III � USGS—Provided Output So= 0.5899 Bms= 0.783g Sos0.522g S1 = 0.259g 8mi = 0.488g Soz= 0.325g For information on how the SSand Sz 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 "Z009 NEHRP" building code reference document. Spectrum Design Response Spectrum 0.8sy4CExResponse 0.72 0.49- 0.64 m m "«m ~o m — um0.09Period, T (sec) Period, T (sec) Although this infl)rrnation is a pro(juct of the U.S. Geological Survey, we provide, no warranty, expressed or implied, asmthe accuracy of the data contained therein. This tool is not a stil)st.itute for tochnical subject-mattor knoviledge. N Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Seismic Load Development (ASCE 7-10) Ss 0.589 Mapped 0.2 sec spectral response S1 0.259 Mapped 1 sec spectral response Site Class D V In accordance with Ch 20. SMS 0.78 Max Considered EQ SM1 0.49 Max Considered EQ SDS 0.522 Design Spectral Response (0.2 Sec) SD1 0.325 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls R 6.5 Omega 3 Cd Cs 0.08 12.8-2 Max CS 0.39 Ct 0.02 x 0.75 Ta 0.13 Cu 1.4 Max T Use T 0.13 Alt Ss 0.589 V= 0.080 *W Height to Roof (hn) _ V= 2.5 k Vert Dist Exp. (k) Seismic Design Category D Occupancy 2 1 1 TL 16 4 Ht Limit 65 Min Cs 0.02 (.01 outside of SJ) 0.18 No limit for drift 12 ft 1 Level Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 12 1 12 32 379 1.00 2.5 3 3 31.6 379 Summit Structural Design Project: Warren Shop Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: 1. Simple Diaphragm ' f 1 CASE [i 2. Low-rise i -tri .-Q �, '' 3. Enclosed ;• 4. Regular Shaped l.`j ✓i --� .r 5. Not Flexible 6. Not Subject to: f=� 'ASFJ Aa) across wind loading b) vortex shedding c) instability (gallup/flutter) kJ d) channeling effect �! ✓ ,�� ';=' e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof 5 45° �,�%'" 8. Exempt From Torsional Load Cases j. ��� •;�� � � ��, ' �G; � Indicated in Note S of Fig. 28.4-1, or ti --r; -' the Torsional Load Cases do not AS Control the Design: CASE 0 (1) story and h530 ft. or (icT n -Q1 1 (2) story max and light framed or (2) story max and flex. diaphragm L= 36 Long. Bldg. Dim. (ft) 2aL= 6.0 ft. T= 26 Transv. Bldg. Dim. (ft) 2aT= 6.0 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, N 0= 25 Closest Roof Angle Mean Roof Exposure (5°,10°,15°,20°,25°,or 30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min, Net Ovhg. 20 1.00 1.29 1.55 A-110 13.9 9.6 25 1.00 1.35 1.61 -110 2.8 4.8 30 1.00 1.40 1.66 C-110-9.2 12.6 9.6 35 1.05 1.45 1.70 D-110 2.9 4.8 40 1.09 1.49 1.74 E-110 -16.8 -7.8 -14.4 45 1.12 1.53 1.78 F-110 -9.5 -10.6 50 1.16 1.56 1.81 T170 -11. -5.6 -12.3 55 1.19 1.59 1.84 -110 -7.3 -8.5 60 1.22 1 1.62 1.87 �1- Summit Structural Design Project: Warren Shop Engineer: RKB nPsinn nf - (,+(.-Fnvelone Procedure (ASCE 7-10. Section 30.5) .a C2k (i) -13 (% a .o u�r (7 { e s: F •< HtP Rc 25' HIP RCOF 2., U <:27'} (21•", a e ^� ,r FLAT ROOF and CABLE ROOF (7'r 0 <il51) CABLE ROOF (0<7•i L= 36 Long. Bldg. Dim. (ft) a(� ft = 3.0 T= 26 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7°, 2=8°-27°, 3=28°-45°) Conditions: 1. Mean Roof Heights 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof <_ 450, or Hip Roof 5 270 Adjustment Factor for Bldg Height and Exposure, A can Exposure Roof Ht. ft B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*Kz1*pnet3o Loc. Zone EWA pnet Ovhg. ft2 + _ _ Loc. EWA pnet Zone (ft2) + _ �- 0 c-20.5 1 10 11.6--14,4 4 10 15.8 -17.1 20 11. -14.1 20 15.1 -16.4 1 50 11.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 0 -2 . -. 5 0 15.8 -21. -29.5 5 20 5. 7 9. - 8. -29.5 5 50 14.2 -17.9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 -13.1 --To-U- 11. - Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Wind loads A B C D End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (Ibs) Shear (lbs) Control 1 31 53 60 90 1712 1560 1712 2 31 53 60 90 1712 1560 1712 A 48 80 1407 1229 1407 B 1 48 80 1407 1229 1407 Summit Structural Design Project: Warren Shop Engineer: RKB Design of : Lateral Force Summary Wind Seismic Wall Line Shear (Ibs) Shear (Ibs) Control 1 1712 1177 Wind 2 1712 1177 Wind A 1407 1177 Wind B 1 1407 1177 Wind Project: Warren Shop Engineer: RKB Design of: Shear Walls Panel Thickness Panel Orientation Nail Type Anchor Bold Diam, Stud Spacing Spec Grav Of Framing Fnd Sill Plate Grade AB in 2X Sill AB in 3X Sill Sill Plate/Rim Anchorage Index # Nail 1 12d 2 16d 3 20d 4 30d 5 1/4" SDS 6 A35 7 A34 Summit Structural Design (.3/8 ..� rShort Dimension Across Studs v 8d,'. 16 in o.c. 0.5 .......... DF -L 620 lbs 730 lbs Nail Length (in) Diam. (i 3.25 0.135 3.5 0.148 4 0.177 4.5 0.192 3.5 0.25 Embed (in) 1.75 2.00 2.50 3.00 2.00 Shear Wall 165 SW Plate Fastening 1.6 Edge Nail (in) Load (Ibs) Fastener # Spacing 6 260 1 7.6 inches 4* 350 1 5.7 inches 4, Note 1 380 1 5.2 Inches 3, Note 1 490 1 4.0 inches 2, Note 1 640 1 3.1 inches 44, Note 1 760 3 4.1 inches 33, Note 1 980 3 3.2 inches 22, Note 1 1280 3 2.4 inches 1. Use 3X framing at adjacent panel edges and stagger nailing Cd Load 1.6 165 1.6 189 1.6 261 1.6 272 1.6 544 1.6 695 1.6 515 SW Rim Fastening (No Ply E.N.) Fastener # Spacing 6 32.1 inches 6 23.8 inches 6 21.9 inches 6 17.0 inches 6 13.0 inches 6 11.0 inches 6 8.5 inches 6 6.5 inches AB Spacing (ft) 2X Sill 3X Sill 3.82 4.49 2.83 3.34 1.31 3.07 1.01 2.38 NG 1.83 NG 1.54 NG 1.19 NG 0.91 Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Shear Wail Framl A -w 1407 Total 88 6" 16.00 16.00 1.00 250 12 16880 32000 -145 A -eq 1177 Resistive 74 6" Segment Segment 1.00 250 12 14124 32000 -317 B -w Lateral Wall 117 6" Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line (lbs) (ft) (lf) (in) ft (ft) Factor (Ib/ft) (ft) ft -Ib) (ft -Ib) (lb) 1-w 1712 8.00 214 6" 8.00 8.00 1.00 150 14 23965 4800 2636 1 -eq 1177 8.00 147 6" 8.00 8.00 1.00 150 14 16478 4800 1700 2-w 1712 8.00 214 6" 8.00 8.00 1.00 ISO 12 20541 4800 2208 2 -eq 1177 8.00 147 6" 8.00 8.00 1.00 150 12 14124 4800 1406 A -w 1407 16.00 88 6" 16.00 16.00 1.00 250 12 16880 32000 -145 A -eq 1177 16.00 74 6" 16.00 16.00 1.00 250 12 14124 32000 -317 B -w 1407 12.00 117 6" 12.00 12.00 1.00 250 12 16880 18000 507 8 -eq 1177 12.00 98 6" 12.00 12.00 1.00 250 12 14124 18000 277 Summit Structural Design Project: Warren Shop Engineer: RKB Design of : Lateral Drags Wall Line Lateral Load (lbs) Overall Length (ft) Shear per Foot (plf) Length to be dragged (ft) Drag Load (lbs) Drag Type if applicable 1-w 1712 26.0 65.8 18.0 1185 A 1 -eq 1177 26.0 45.3 18.0 815 A 2-w 1712 26.0 65.8 12,0 790 A 2 -eq 1177 26.0 45.3 12.0 543 A A -w 1407 36.0 39.1 20.0 781 A A -eq 1177 36.0 32.7 20.0 654 A B -w 1407 36.0 39.1 13.0 508 A B -eq 1177 36.0 32.7 13.0 425 A Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" ox. full height. Provide #4 at 18" ox. vertical developed by hook into footing, U.N.O. Continuous footings: Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings: Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0" Sq. 12 (1) #4 1.5 F1.5 1'-6" Sq. 12 (2) #4 3.375 F2 2'-0" Sq. 12 (3) #4 6 F2.5 2'-6" Sq. 12 (4) #4 9.375 F3 T-0" Sq. 12 (4) #4 13.5 F3.5 T-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. 1� COMPANY PROJECT Summit Structural Design ) WoodWorks0 Oct. 23, 2016 11.59 , Typical Stud Design Check Calculation Sheet WoodWorks Sizer 10 1 Loads Load 'Type Distribution Pat- Location Iftl magnitude Unit: tv = Wind 262 tern Start End Start End Bending(.) Load Oea Axia 12eb Ecc. _ .001) 360 pr Load2 Wind C6C Axial UDI. 540 (Ecc. - 0.00") 290 pit Load3 Roof constr. Axial UDL 1360 lEcc. - 0.00") 260 plf 1.oad4 windC6C Full Area 7A1 fcp/Fcp - .1'7..60 (16,0)' ost Self -weight lead Axial UDL Eq. 3. 9-3 - 0,71 1%+ P,t Lateral Reactions (lbs): 12' N o N O 12' Unfactore d: Anal sis Value Design React Analsis/Design Shear tv = Wind 262 2 2P2 P o o f Live Bending(.) fb - 749 Factored; 12eb fb/Fb' • 0,56 Axialfc IS'1 119 11.17 Lumber Stud, D.Fir-L, Stud, 2x6 (1.1/2"x5.112") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness Spaced at 16.0" cic. Total length: 12', Pinned base; Load face a width(b); Ke x Lb: 1.0 x 0.0 a 0.0 (ft). Ke x Ld: 1.0 x 12.0 - 12.0 [ft); Lateral support: top - Lb, bottom = Lb; Repetitive factor: applied where permMed (refer to online help), Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Design Value Analsis/Design Shear tv = 9 Fv 2 f.v/Fv' = 0.1 Bending(.) fb - 749 Fb' - 12eb fb/Fb' • 0,56 Axialfc . 119 Fc' - 540 fc/Fc' - 0.22 Ax1a1 Bearing ..^c = 119 - Fc. 1360 fc/Fe• - 0.09 Support Bear -,n fcp = 119 Fop - 7A1 fcp/Fcp - 0.15 Combined (axia compression + s cie load bending) Eq. 3. 9-3 - 0,71 Dead Defl'n negligible Live Cefl'n 0.29 • 11,1S, 09 0.40 = L/360 0,74 Tutal Defl'n 0.29 L/4e9 0.60 L/240 0.49 Additional Data: FACTORS: F/E(ps.ICD Cm Ct CL/CP Cr Cfu Cr Cfrt Ci LCM FV ' 180 t.6U 1.00 1.00 - - - - l.OU 1.00 4 P'b'+ 700 I.60 1.00 .1.00 1.000 1.000 1.00 1,15 L.00 I.0 4 ("c' 65^ 1.60 1,00 1,0C 0.39' 1.0'. - 1.00 1.00 3 Fc'comb eb"1.60 _ - 0,:39'; _ _ _ _ _ 5 E' 1.4 n;iIlion 1,00 1.00 - - - - 1,00 1.00 4 Emirs' 0,51 million 1.00 1.OU - - - - 1.00 1.00 4 Fc• 650 1.60 1.00 1.00 - 1.000 - - 1,00 1,OU 3 Fcp sup 625 - 11013 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS! Shear LC 94 = .61L'+,6W, V - 157, V design 15'7 Ihs Bendinyi'); LC 114 = .0- .15W, M • 472 lbs -ft Deflection: LC 04 GD., 42W (live) LC 0.4 ,GD+. 42W (total) Axial LC iia 1'+.7�(l.r.,6W), P - 976 los CvmI` LC N5 = D+,6W; (1 - fc/FCE) - 0,65 Support LC p3 • G+,75(Lr+.E•'rry; R - 976 lbs, Cap • 6445, Lb - 1.50", Cb - 1.25 D -dead L -live. S -snow W -wind 1 -impact Lr -roof live Lc=concera rated E -earthquake All t.c'a are listed in the Analysis output. Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: Ei - 29eC6 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, snow,..) Total Gef lect ion 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Woodworks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. PIRE RATING: Joists, wall studs, and multiply members are not rated for fire endurance. 1_d COMPANY PROJECT Summit Structural Design WoodWorks CR) Oct 23, 2016 12.:00 sorrwnxr IQR WOOD ries/61V King -Trimmer for 10' Opening Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distri.bation pat- tern Location Ift) Start End Magnitude Start End Unit Loadl DBac Axa iv Fv' ,ccc. 22.80 s Load2 Wind CvC Axial 0.60 (ECc. 0.00") 1660 1 b L011d.3 Roof Cori L r. Axial Axial Bearing (ECC. 0.00"; 1680 lbs Load4 Wind CdC Full Area compression + s de load 30.00 (6.00)• psf self -weight, Dead Axial LC 04 - .GD -.42W (total) 94 It's Lateral Reactions (lbs): --- 12' I Dead An Dr. r. Wind 1000 Fv' = Roof Live iv Fv' 0.7.) Factored: fb • 711 o' ->R 648 0.60 Axial fc 133 12' 540 "Infactored: Anal Is Value Deainn Dead An Dr. r. Wind 1000 Fv' = Roof Live iv Fv' 0.7.) Factored: fb • 711 ED' = ->R 648 0.60 Lumber n -ply, D.Fir-L, Stud, 2x6, 4 -ply (6"x5.1/2") Support: Non -wood, Bearing length = column width Total length: 12'; Pinned base: load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ftl; Ke x Ld: 1.0 x 12.0 = 12.0 (ftl; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied whore permitted (refer to online help), Analysis vs. Allowable Stress (psi) and Deflection (in) usino NDS 2012: Criterion Anal Is Value Deainn Value An Dr. r. Shear f 29 Fv' = ZP' iv Fv' 0.7.) Iierd Lly i+j fb • 711 ED' = 1200 fb/Fb' = 0.60 Axial fc 133 FC' _ 540 tC/Fc' * 0.25 Axial Bearing fc . 133 Fc. 13 GO fc/Fc• = 0.10 Combined (axia compression + s de load bending) Eq.3,9-3 0.76 Dead Defl'n negligible LC 04 - .GD -.42W (total) Live Def i'n 0.30 - L/475 0.40 " L/360 0.7E Total Defl'n 0.30 - L/475 0.60 - L/240 0.50 Additional Data: :ORS: F/E(psi)CD CM C 1 Ct./CP CF Cf;: Cr Cfrt CI V: It Fv' Ieo 1.60 1.00 1.00 - - - - 1,00 1.00 4 Fb'� 700 1.6C l.ri0 ].00 1.000 1.V 1.00 1.15 :.On 0.00 4 F'C' 850 1.60 1.00 1.00 0.397 1.000 - - 1 o 1.00 3 FC'Conb e50 1.4U - - 0.397 - - - - - 5 E' 1.4 miillon 1.00 1,Gi) - - - - 1.00 1.00 4 Enlr.' O. Si mi IIIor' I'0(1 1.00 - - - - I.00 1,00 4 1'a 850 2.60 1.00 1.00 1.000 00 !.Ori 3 CRITICAL LOAD COMBINATIONS Shear04 - .6D+.6S4, V " EAP, V design 648 in$ f3endlm7 l+s; LC p4 Pf, 1) 6W, N - 1944 lbs -ft Deflection: LC 04 " .6D+ .42W Ilive) LC 04 - .GD -.42W (total) Axial LC 03 - D•.75(Lr+.6190, p - 4390 lbs Kf - 1.00 Combined LC p5 .R D+, 6(9; (1 - fc/FcE) - 0.83 D,. dead L -live S -snow W -wind 1 -impact Lr -roof live Lc -concentrated E-enrthquakp All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS Deflection: EI - 29e06 lb-int/ply "Live" deflection = Deflection from allnon-dead loads (live, wind, snow...( ',otal Detlection = 1.50(Dead Load Defiect.orn r Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2.012), the National Design Specification (NDS 2012), and NDS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNSnailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3 4. FIRE RATING: Joists. wall studs, and multi -ply members are not rated for fire endurance. Summit Structural Design Project: Warren Shop Engineer: RKB Design of: Roof Frami Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1/2" APA rated Exterior plywood or OSB. Apply face grain perpendicular to framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge nail at gable ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 10 psf B.C. Dead Load = 8 psf Total Load = 38 psf COMPANY PROJECT Summit Structural Design WoodWorks 0 Oct. 23,2016 12:01 WIB 1 Design Check Calculation Sheet WoodWorks Sizer 10.1 ILoads Lead Type Distribution Fat- Location (ft) Magnitude Unit 1423 Factored: Cern Start End Start End 395; Loaa ea Fuil rea 1.00• l . 0, 0, "Minimum bearino 1o, 55114.00)` 77 - LO ad2 Mind C&C Full Area Live Defl'n 0,15 20.00(14.00)• psf l.oad3 Roof Constz', Full Area 0.34 L/353 20.00;14.00)- psf Self -weight Dead Full VrlL 12.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 101-21, Urifactored• Anal sl.s D.ad 1342 Wind i, 1423 414^:1 Roof Live 1423 Factored: Total 3050 nearing: 395; Length 1.00` Min re 'd 1.00• l . 0, 0, "Minimum bearino lenoth setting used 1" for and -n-fa I.60. Timber -soft, D.Fir-L, No,2, 6x10 (5.1/2"x9.1/4") Supports: All - Timber -soft Beam, 0. Fir -L No -2 Total length: 10'-2.0' Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress fosil and naflPctinn finl .._:_ Criterion Anal sl.s value Desi-, Value Anal sis/Desi n Shear lv = 68 Fv' - 212 v' - ,3iv F2. Dending l+i fb - .105E Fb` - 1094 fb/Fb' - 0.97 Dead Defl'n 0.13 L/928 Live Defl'n 0,15 L/822 0.34 - L/3GU 0.44 Total Defl'n 0.34 L/353 0.50 - L/240 0,6e Additional Data: F'AC;'CR : F/Etpsil CD CM Ct CL CF' Cfu Cr Cftt Ci Cn LC 11 Fv' 170 '..2.`. 1.Qu 1,00 - - - - 1,00 1.00 1.00 2 Fti'+ d75 5 1.00 1.00 1.000 1.Vu0 1.00 I.00 1.00 1.00 - Fcp' 625 - 1.00 1.G0 -- - - 1.00 1.00 - E' 1.3 mi l; ion 1.00 1,00 - - - 1.00 1.00 CRITICAL LOAD COMBINATION$: Shear LC fl? - D•Lr, V 2743, V design - 2 30 1 lbs nendi nq (+t: 1.0 02 = D.Lr, M 6915 lbs -ft Deflection: LC 03 - D+.75(Lr+.42WI (live} LC XJ - D+.751Lr+.42'rtl Itotalr D=dead L -live S^snow w -wind ]-impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / TBC 2012 CALCULATIONS Deflection: E1 - 472e06 lb- n2 "Live" deflection Deflection from all non -dead .loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement, 2 Please verily that the default deflection limits aro appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4,1. MiTek® POWER TO PERFORM. JOB: Warren Gar LOCATION: OrOV1Iie, Ca. TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax: (916)676-1909 ► LUMBER ► HARDWARE ► STOCK PLANS No. CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone:(530)534-0300 Fax. -(530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. BUMThis Image was created with F^ WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. COUNTY DEC 0 6 2016 TIMBER PRODUCTS TRUSSES REQUIRE EXTREME CARE IN HANDLING DEVELOPMENT INSPECTION BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTS SERVICES 105 S.E. 124th AVE. MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICHVancouver, Wa. 98684 WILL NOT BE CONSIDERED A DEFECT �i,f ���— �-,'Y�' Phone: (360)449-3840 PEPM. ,T, # _!!JJ Fax:(360)449-3953 _ -__ NLJ1 E CAIN I `' DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE oA 1-2-/ 3- gY--P-f ,4--1 1 D N S i E 10 Micheal Warren 855 Ophir Road Oroville, Ca. MM Mnj3QID 1:00"13 MiTek Re: Warren M Warren 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 Endeavor Homes. Pages or sheets covered by this seal: R48776377 thru R48776379 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. QEtOFESS/pN ��`�QQ„� 1E0pOs�F2� w w C 75435 G m * EXP. 03/31/2018 v October 24,2016 Eduard, Teodosescu 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. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. �� (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. „ 2. Tens bracing must be designed by an engineer. For 01 ' /16 1 2 3 TOP CHORDS wide truss spacing, Individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. c1-2 C2J WEBS 3. Never exceed the design loading shown and never o o O �'� ; ��� O 4. Provide copies of this truss design to the building designer, For 4 x 2 orientation, locate U rb = erection supervisor, property owner and interested plates 0-'Ag' from Outside n- u U all other parties. edge of truss. 0 5. Cut rnembers to bear tightly against each other. c7-8 c6-2 C&4 O BOTTOM CHORDS 6. Place plates on each face of tans at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSIAPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice ls to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. and size, and p 12. Lumber used shall be of the s in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32,96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Riqhts Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with mug project engineer before use. Industry Standards: ANSI/TPI l : 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 isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TC PERFORM.' ANSIAPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 14208 Job Truss -S pe Oty Ply ren848776377 WARREN_M A10 -STY Pu. 2 1 FJobrReference FnAnn.inr Mnmue nrn•AIIe Pe GGoee Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 22 n/r 90 (notional) y1 d ID:z3wsN WDXoybOw?WokB PofYzH UOj-IsTNZxmxAjgsyRBffzNKBJ NJZ7y7XnNX311L4ayR7gt 1-0-0 130-0 26-0-0 7-0-0 1-0-0 1300 130-0 1-0-0 Scale= 1:48.5 3x4 = 10 11 12 3x4 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 43 3x4 = 3x4 = 2 Id Plate Offsets (X,Y): I11:0.2-0 Edoel LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 22 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 22 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code ISC2012/TP12007 (Matrix) Weight: 158 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer [Installatio!3 auide REACTIONS All bearings 26-0-0. (lb) - Max Horz 2=120(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 23, 21 Max Grav All reactions 250 Ib or less at Joint(s) 11, 2, 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 23, 21 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord In OFESS/ all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical ENDO connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 33, 31, 40, 39, 38, 37, 36, 35, 34, 30, 29, 28, 27, 26, 25, 24, 23, e`,�t`O O 1s� 21. � Q� C 75435 LOAD CASE(S) Standard � LU M EXP. 03/31/2018 * OFCAUF October 24,2016 4WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. '.=f Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not C== a truss system. Before use, the building designer must verily the applicability of design parameters and prop" incorporate this design Into the overall i0-` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i'� k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Trus Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hel his CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14- 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in It4n4xteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. T 11 0 - 2. Tans bracing must be designed by on engineer. For truss individual lateral braces themselves d 1 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. t ci-2 cs� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. rWE7BSN,�4 O •� 34. Provide copies of this truss design to the building For 4 x 2 orientation, IOCateO= designer, erection supervisor, property owner and plates 0'Al' from outside (LU al other interested parties. edge of truss. 5. Cut members to bear tightly against each other. c» ce-a cu O BOTTOM CHORDS 6. Place plates on each face of truss at each This Symbol indicates the, 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MiTek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43,96-31,9667A 13. Top chords must be sheathed or purrins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but C 2006 MTek® All Riqhts Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with UP project engineer before use. Industry Standards: ANSI/TPI i : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.'* ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mi ek Engineering Reference Sheet: M11-7473 rev. 10'08 Job Truss Truss Type Qty Ply Warren .._... .. 7 da ($ 849776378 WARREN_M A11 SCISSORS 6 1 3x8 _ 3x6 Job Reference o tional ,..i nc nn.� �n.Te� 1dG51A'Jn1R Penn t tnaeavar momes, yr .v — o.,00,, ID:z3wsN WDXoybOw?WokBPofYzHUOj-D21 ImHmaxOyjabm rCguZjXwKKX7gG4AgIPUuc1 yR7gs I1-0-0� 6-9-15 13-M 19-2-1 1 26-0-0 ,27-0-0 1-0-0 6-9.15 62-1 6.2-1 6-9-15 Scale = 1:46.8 4x5 = 4 1 $P 2 .._... .. 7 da ($ 3.00 5_2 3x8 _ 3x6 6-9-15 13-0.0 19-2-1 26-0-0 rr9-15 6-2-1 6-2-1 6-9-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.22 9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.57 9-10 >538 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.42 6 n/a nla BCDL 10.0 Code ISC2012/TPI2007 (Matrix) Weight: 104 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Std REACTIONS (Ib/size) 2=1095/0-5-8 (min. 0-1-8), 6=1095/0-5-8 (min. 0-1-8) Max Horz 2=-120(LC 6) Max Uplift2=-204(LC 8), 6=-204(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3244/443, 3-4=-2295/296, 4-5=2295/296, 5-6=3244/443 BOT CHORD 2-10=-328/2893, 9-10=-326/2889, 8-9=326/2889, 6-8=-328/2893 WEBS 4-9=128/1606, 3-10=0/267, 5-8=0/267, 3-9=-870/223, 5-9=-870/223 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fbe iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation ulde. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jtAb) 2=204, 6=204. LOAD CASE(S) Standard 4 WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 ni 1010312015 BEFORE USE. Design valid for use only with MRekt connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OFESS/pit 1 EOD �F2 " Q C W W C 75435 c m X * EXP, 03/31/2018 T P FOF CAO October 24,2016 %40' C -- Mi iek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 . Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths �� (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. O 1/16 2. Truss bracing must be designed by an engineer. For 1 2 3 wide tnra spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, 1, or Eliminator T bracing should be considered. CI -2 C23 IN WEBS 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. For 4 x 2 orientation, IOCOte N�4 O 0 > ; ��� UO 4. Provide copies of this tens design to the building designer, erection supervisor, property owner and interested plates 0 -Ind' from Outside a_ U all other parties. edge of truss. 0 5. Cut members to bear tightly against each other. Cr-e C6-7 s-4 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated byANSIRPI 1. Connector plates. 7. Design assumes tenses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available In MITek 20/20 software or upon request. S. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19°%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is thelate P width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. iO.Camber is anon -structural consideration and is the truss fabricator. General is to 4 x 4 to slots. Second dimension is responsibility of practice camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: species and size, and 12. Lumber used shall be of the s p Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, in all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at Output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32,96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING 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 after truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTeW All Riqhts Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: gag project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front: back, words Plate Connected Wood Truss Construction.flTek ® and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.M Is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER 1170 PERFORM." ANSI/TPI 1 Quafty Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10•'08 Job Truss Truss Type Qty Ply Warten 848776379 WARREN Al2 COMMON 11 1 (!oc) I/def! Ud -M TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 Job Reference (optional) Cr1aCaV�1 I��iie�, vi�viic, ♦.n a�a�� ..._____. ____._.-_.. __-_.. _.___._.....-. ID:z3wsN WDXoybOw?WokB PofYzH UOj-iFb7_dnCiK4aBIL1 mOPoGkTZjxXt?ZYq W3ES9TyR7gr -1-0-0 69-4 13-0-0 19-2-12 26-0-0 27-0-0 1-0-0 69-4 62-12 62-12 69-4 1-0-0 $h Scale = 146.0 4x4 = 4 3x4 = 1u a – 3x4 — 1.5x4 II 5x8 = 1.5x4 II q 693 13-M 19-2-12 260-0 693 62-12 62-12 69-4 Plate Offsets (X YY [9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (!oc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.18 6-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 113 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer n allatign REACTIONS (Ib/size) 2=1095/0-5-8 (min. 0-1-8), 6=1095/0-5-8 (min. 0-1-8) Max Horz 2=120(LC 6) Max Uplift 2-204(!_C 8), 6=-204(LC 8) FORCES (!b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1807/283, 3-4=1234/248, 4-5=-1234/248, 5-6=-1807/283 BOT CHORD 2-10=-170/1527, 9-10=170/1527, 8-9=170/1527, 6-8=-170/1527 r.. WEBS 4-9=-85/664, 5-9=594/144, 5-8=0/278, 3-9=-594/144, 3-10=0/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except Qt=lb) 2=204, 6=204. LOAD CASE(S) Standard 4 WARNING - Verl/y design paramatem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS13-09 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Q? OF ESS/pN 90 1 EOpos �Fti Q' i J W C 75435 c m o- X * EXP 018 sT10- grFOF CAk-W October 24,2016 SASS' C ��llY■ Mi 1ek' 7777 Greenback Lane Suite 109 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION � 3j4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths �� (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 0.1 6 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator cr-z C2-3TO _ bracing should be considered. WEBS 3. Never exceed the design boding shown and never stack materials on inadequately braced trusses. FOr 4 X 2 aienfatlon, (OCateO O �'� ��� NC 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and interested plates 0-'na' from outside rL U all other parties. edge of truss. 0 O 5. Cut members to bear tightly against each other. 7-8 caz CS-6 1 6. Place plates on each face of truss at each BOTTOM CHORDS This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in cations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses wi71 be suitably protected from the environment in accord with ANSI/TPI 1. 'Plate location details available In MiTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the late p width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the truss 4 x 4 to slots. Second dimension is responsibility of fabricator. General practice Is to camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: species and size, and 12. Lumber used shall be of the s p Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, In all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING 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 ® 2006 MiTeM All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: 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. MiTek-® Is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER Ta PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION 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. G) SHOP DRAWINGS: SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER METHOD OF ADEQUATELY ALLOWING THE FINISH TO EXPAND AND CONTRACT WITHOUT CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE FINISHES. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT PROVIDED). B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE (12" TO 24" AS PER LOCAL REQUIREMENTS). E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J.) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 3. 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 WHICH 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 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER IN COMPLIANCE WITH ASTM E 1643, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH#3 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 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7-0" WHERE SLAB IS UN -REINFORCED. GENERAL STRUCTURAL NOTES 3. CONCRETE / REINFORCING CONTINUED 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 Yz" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM REINFORCING (60) BAR DIAMETERS U.N.O. AND LAP TOP REINFORCING, PLACED ABOVE 12" OF CONCRETE OR MORE, (80) BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: SEE PLANS 2. FLOOR SHEATHING: SEE PLANS 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC 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 (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI AND FV = 285 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" PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. RE -TREAT CUT ENDS WHERE REQUIRED. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2. 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER). 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER. F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE 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. 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. USP HARDWARE MAY BE USED IN LIEU OF SIMPSON HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. ALL METAL HANGERS, CONNECTORS, AND 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 THE WOOD AND/OR METALS. 6-2 GENERAL FRAMING: A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS 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 FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 6-3 BEAM FRAMING: A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETCETERA. C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS 6. FRAMING / LUMBER CONTINUED 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 OF STUD 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.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7" EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) 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. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. G.) SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. H.) WALL FRAMING RECEIVING NAILING AT 3" ON CENTER OR LESS SHALL BE 3X NOMINAL U.N.O. PER PLANS AND DETAILS. 6-6 CONNECTIONS: A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 8. ROOF FRAMING 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 REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD: 20 PSF REDUCIBLE TOP CHORD DEAD LOAD: 10 PSF BOTTOM CHORD DEAD LOAD 8 PSF I V I r1L LVPW JU 1 JI UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.: B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 0.589, S1 = 0.259 SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.522, SD1 = 0.325, Cs = 0.08 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS SEISMIC BASE SHEAR: 2.5 KIPS RESPONSE MODIFICATION FACTOR: R = 6.5 ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE C) WIND: WIND SPEED: 110 MPH WIND EXPOSURE: C D) LIVE LOADS: ROOF 20 PSF ABBREVIATIONS AB ANCHOR BOLT K ADD'L ADDITIONAL L ADJ ADJACENT LLH ALT ALTERNATE LLV ARCH ARCHITECTURAL LONG BLDG BUILDING LSL BLKG BLOCKING LVL BM BEAM MAX BOTT (B) BOTTOM MB BTF BEAT TO FIT MECH BTWN BETWEEN MFR CB CARRIAGE BOLTS MIN CCJ CONTROL JOINT MISC. CIP CAST -IN-PLACE CONCRETE MTL CJ CONSTRUCTION JOINT (N) CLR CLEAR NS CMU CONCRETE MASONRY UNITS NSA COL COLUMN NTS CONC CONCRETE OC CONN CONNECTION OD CONSTR CONSTRUCTION OH CONT CONTINUOUS OPNG CONTR CONTRACTOR OVS CP COMPLETE PENETRATION PDF CTR CENTER PERP CTSK COUNTERSINK PL DBL DOUBLE PLWD DF DOUGLAS FIR PLCS DF -L DOUGLAS FIR - LARCH PP DIA DIAMETER PT DJ DOUBLE JOIST P/C EA EACH P/T EF EACH FACE REINF EL ELEVATION (DATUM) REQ'D ELEV ELEVATION (VIEW) OR ELEVATOR SC EN EDGE NAILING SEOR EQ EQUAL ES EACH SIDE SHTG (E) EXISTING SIM EXP EXPANSION SOG EXT EXTERIOR STD EW EACH WAY STIFF FF FINISH FLOOR STL FIN FINISH SQ FJ FLOOR JOIST SS FLR FLOOR SWS FNDN FOUNDATION SYM FOHC FREE OF HEART CENTER T&B FOS FACE OF STUD TO(P) FS FAR SIDE TOC FTG FOOTING TOF GA GAUGE TOS GALV GALVANIZED TOW GLB GLUE -LAM BEAM TN HDG HOT DIPPED GALVANIZED TYP HDR HEADER UNO HGR HANGER (SIMPSON) VERT HORIZ HORIZONTAL WP ID INSIDE DIAMETER WWF INT INTERIOR W/ JST JOIST W/0 JT JOINT BUTTE COUNTY DEL 06 2016 DEVELOPMENT SERVICES KIPS ANGLE LONG LEG HORIZ. LONG LEG VERT. LONGITUDINAL LONG SLOTTED HOLE LAMINATED VENEER LUMBER MAXIMUM MACHINE BOLTS MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS M ETAL NEW NEAR SIDE NELSON STUD ANCHOR NOT TO SCALE ON CENTER OUTSIDE DIAMETER OPPOSITE HAND OPENING OVERSIZE ROUND HOLE POWDER DRIVEN FASTENER PERPENDICULAR PLATE PLYWOOD - PLACES PARTIAL PENETRATION PRESSURE TREATED PRECAST CONCRETE POST -TENSIONED REINFORCEMENT REQUIRED SLIP CRITICAL STRUCTURAL ENGINEER OF RECORD SHEATHING SIMILAR SLAB -ON -GRADE STANDARD STIFFENER STEEL SQUARE STAINLESS STEEL SHEAR WALL SCHEDULE SYMMETRICAL TOP & BOTTOM TOP OF (PLYWOOD) TOP -OF -CONCRETE TOP -OF -FOOTING TOP -OF -STEEL TOP -OF -WALL TOE NAIL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WORKPOINT WELDED WIRE FABRIC WITH WITHOUT PEF' ` - ------ - - -- 1_21 2' ---- Q��FESSIONy K �No.. 75688' E . 6/ 0/18 gTFOFCAOQF 10/24/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Up) Uj U U p L1J J 00 to O 1 ryoo zo O Q pf 0 Q cr— cr O Ln Ln 00 REVISIONS: DATE: 10/24/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-332 SHEET: SIN 24%36, MAN , Trzu�>SLs 4 24 "0,c IN:U.I . NU I E5 ROOF OR PORCH EAVES AND SOFFITS SHALL BE PROTECTED BY IGNITION -RESISTANT MATERIALS, NONCOMBUSTIBLE CONSTRUCTION, ONE LAYER OF 5/8" TYPE 'X' GYPSUM SHEATHING APPLIED BEHIND AN EXTERIOR COVERING ON THE UNDERSIDE OF THE RAFTER TAILS OR SOFFIT, THE EXTERIOR PORTION OF A 1 -HOUR FIRE RESISTIVE EXTERIOR WALL ASSEMBLY APPLIED TO THE UNDERSIDE OF THE CEILING ASSEMBLY. CRC 327.7.5, 327.7.6. VENTILATION OPENINGS FOR ENCLOSED ATTICS, ENCLOSED EAVE SOFFIT SPACES, ENCLOSED RAFTERS SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND UNDERFLOOR VENTILATION OPENINGS SHALL BE FULLY COVERED WITH CORROSION -RESISTANT, NONCOMBUSTIBLE METAL WIRE MESH WHERE THE OPENINGS ARE A MIN. OF 1/16" AND SHALL NOT EXCEED 1/8", EXCEPT VENTS LOCATED UNDER THE ROOF COVERING, ALONG THE RIDGE OF ROOFS, WITH THE EXPOSED SURFACE OF THE VENT COVERED BY NONCOMBUSTIBLE WIRE MESH, MAY BE OF COMBUSTIBLE MATERIALS. CRC 327.6.2. ROOF GUTTERS SHALL DE PROVIDED WITH THE MEANS TO PREVENT THE ACCUMULATION OF LEAVES AND DEBRIS IN THE GUTTER PER SECTION R327 OF CRC ROOF VALLEY FLASHINGS SHALL BE NOT LESS THAN 26 GA 'SHEET CORROSION 'RESISTANT METAL INSTALLED 'OVER A MIN. 36INCH WIDE UNDERLAYMENT 000SISTING OF ONE LAYER OF 72# ASTM D 3909CAP SHEET RUNNING THE FULL LENGHT OF THE VALLEY. CRC 327.5.3. + J V{4 COM P, IS Ib FELT (2)2XC `Tov FLe,1l 5 2xG P, F,S1-'ip5<11(,'O,C- 4'' coN c:,. L W/ �x a -lox fo www. ` �12 ROOF PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SD1-SD2 FOR ADDITIONAL INFORMATION. 2.) TYPICAL ROOF SHEATHING (UNO): 1/2" THICK, APA, TECO, OR PITTSBURGH RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 STRUCTURAL PANELS, APPLIED WITH LONG DIMENSION ACROSS SUPPORTS AND ADJACENT PANELS STAGGERED WITH 4' ENDS OFFSET 4'. EDGE NAIL WITH 8d COMMON OR EQUIVALENT (0.131" DIA X 2 1/2") AT 6" O.C. AT ALL PANEL EDGES, BOUNDARIES, GABLE ENDS, BLOCKING AND WHERE INDICATED ON PLAN. FIELD NAIL AT 12" O.C. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. AT ALL LOW SLOPE ROOFS PROVIDE (1) PANEL CLIP MIN. BETWEEN SUPPORTS AT ABUTTING PANEL EDGES. 3.) SEE NOTE SECTION 8 -SN FOR ROOF TRUSSES BY OTHERS. 4.) TYPICAL HEADER BELOW SHALL BE 6X8 DF#2, U.N.O. 5.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 6.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 7.) ROOF TRUSS LAYOUT SHALL BE REVIEWED BY ENGINEER AS TRUSS DESIGNS BECOME AVAILABLE FROM TRUSS MANUFACTURER. CONTRACTOR SHALL OBTAIN SIGNED TRUSS REVIEW LETTER FROM THE ENGINEER OF RECORD AND BUILDING DEPARTMENT APPROVAL PRIOR TO CONSTRUCTION. 8.) CONTRACTOR TO VERIFY THE LOCATION AND LOADING OF ALL TRUSS TO TRUSS MECHANICAL CONNECTIONS. IMMEDIATELY NOTIFY TRUSS COMPANY OF ANY DISCREPANCIES. 9.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. ELECTRICAL NOTES: PROVIDE GFCI FOR ALL OUTSIDE AND GARAGE OUTLETS. ALL OUTSIDE PLUGS SHALL BE WPIGFI (WATER PROF, GROUND FAULT PROTECTED) NEC406.8 (A),(B). VERIFY BOND FOR ALL METAL GAS AND WATER PIPES TO GROUND ALL GROUND CLAMPS SHALL BE ACCESSIBLE. (CEC250.104.) ALL NEW 125 VOLT, 15 AND 20 AMP OUTLETS SHALL BE TAMPER RESISTANT. IN GARAGE PROVIDE AT LEAST ONE GFCI OUTLET IN ADDITION TO ANY OTHERS FOR SPECIFIC EQUIPMENT. NEC210.52(G). ALL LIGHTING WILL COMPLY WITH 20',?, CA. ENERGY CODE. SEE ADDITIONAL LIGHTING NOTES BELLOW: CLEARPRINTkI T'Yf', 2, EAVEL t'5L0,:I<5 53' °bUK�,,-TI: ,T" ny S1 -C_I<\�d_ 12 `� C4\ yE ATT -1C TI 011,,i CAL -05 �3�, 5G�, 1=T/"150 = Go 24 �, Fr 1,44- = (4"x 24"G, F_,VENI-F(x7- 2,e,6) Ca,Z4 SO,PT - 2,86 .5T = 22V'2"x 3%2' C4 = I .1lEn T �xlQ 3� 60.F7') FOUNDATION PLAN STRUCTURAL NOTES: 1.) SEE TYPICAL NOTE SHEET SN AND TYPICAL DETAIL SHEETS SD1-SD2 FOR ADDITIONAL INFORMATION. 2.) PROVIDE ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHEDULE AND TYPICAL DETAILS. 3.) REQUIRED MINIMUM SLAB SECTION (ALSO SEE NOTE 10): A- 4" CONCRETE SLAB WITH #4 AT 24" O.C. SECURELY LOCATED AT MID -DEPTH OF SLAB. B- WATERPROOF MEMBRANE IN COMPLIANCE WITH ASTM E 1643 (DELETE AT EXTERIOR SLABS) -SEE SOILS REPORT IF APPLICABLE. C- 4" FREE DRAINING MATERIAL -SEE SOILS REPORT IF APPLICABLE. D- PROPERLY PREPARED SUBGRADE-SEE SOILS REPORT IF APPLICABLE. E- CONTRACTOR TO PROVIDE CONTROL JOINTS AT 10'-0" O.C. EA. WAY MAX. NOTE: CURING OF SLABS SHALL FOLLOW GUIDELINES PROVIDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CALIFORNIA BUILDING CODE TO MINIMIZE SHRINKAGE CRACKING. 4.) TYPICAL MINIMUM BEARING WALL FRAMING U.N.O.: EXTERIOR WALLS: 2X6 DF STUD AT 16" O.C. 5.) SEE DETAIL 5/SD1 FOR TYPICAL STUD WALL ELEVATION AND TYPICAL WALL OPENING SCHEDULE. 6.) PLUMBING, SPRINKLER, AND MECHANICAL SUBCONTRACTORS SHALL COORDINATE ALL WALL PENETRATIONS WITH FRAMING SUBCONTRACTOR. 7.) ANY DISCREPANCIES BETWEEN FRAMING SHOWN AND FIELD CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ENGINEER OF RECORD. 8.) ALL EXPOSED FRAMING SHALL BE PRESSURE TREATED WITH TREATMENT PROCESS AND APPLICATION APPROPRIATE FOR EXPOSURE ACCORDING TO MFR'S WRITTEN GUIDELINES. 9.) ALL STRUCTURAL MEMBERS SHALL BE FASTENED IN COMPLIANCE WITH 2013 CBC FASTENING SCHEDULE, TABLE 2304.9.1, UNLESS NOTED OTHERWISE. 10.) FOOTING, SLAB DESIGN, AND BRACING FOR LIFT BY OTHERS HAS NOT BEEN DESIGNED OR REVIEWED BY SUMMIT STRUCTURAL DESIGN. ADD FOOTINGS, SLAB REINFORCING, BRACING, ANCHORS, ETC. AS REQUIRED BY LIFT MANUFACTURER. 2- r FA ze- Iii r-ry r:, N 12'0,H. _ ' o" COMPLY WITH CALIFORNIA ELECTRICAL CODE -ARTICLE »o L : t REQUIREMENTS FOR ELECTRICAL 2, !2 F--- 1 r r EQUIPMENT INSTALLATIONS htz 270v -1-18" :;71e f rD I .hrf\.i� X1101 Y S I ill-Cx3tiJ i=F�.`•,"�E GLS Label, circuit breaker(s), disconnect(s), fuse(s),switch(es) and their p accessories, to identify their location - and or equipment N OP LN -t I) F LAT, r r {. 1'o L^, -T, T M' y PROVIDE SEPARATE GROUNDING CONDUCTOR FROM MAIN ELECTRICAL SERVICE PANEL TO REMOTE STRUCTURES AND REMOTE SUBPANELS. CEC ART. 250.32 (D) 2 c, Fns C I e% 0_( f>, hlll 'Ti 11s PL`;' S1 I)7 �,I C� 1 1 tri ff- �� ` f L O'J ir7A!PON 12©T 10 , ------- — /' - FLUc rte, CtL - JIC71 l(� I r -Loy ' T Lc, � 40 - , NaT' AL.� c r_Rcul w/ I c� > I n t.,;.. --� J ✓�rv- _g.,go — oK Mott _ x,�,:, �r ~ `�� % Rres-rryfllC LLS SN�LL P/4tzE IJ k, n r j �J�y A5 2C� /-�I"II� �,.1 r 5,..)('� �at92 r� G� I �V{�J� I L _ I2/ '�`/"lC"\� Gx I2. P%1'.. i '� S/W112C"ti �C ViIrCG , nn 7 y Z AGI JV^lt7i,1 r�`{ sH�wi3aY p 3` MIN(ML)" CrFF (8° tSPr✓ [1�1. —�` _ - — -- 12 -U LIGHTING: ALL LIGHTING WILL COMPLY WITH 2013 CA. ENERGY CODE. S 1. ALL INSTALLED LIGHTS IN GARAGE WILL BE HIGH EFFICACY T-5 SHOP LIGHTS, 2. NEW EXTERIOR INCANDESCING LIGHTS SHALL HAVE BOTH MOTION SENSOR AND PHOTO CONTROL OR BE HIGH EFFICACY. I - l____. T f--115 �✓�LL�w �.Tr 1-;1- �>� 3r Is REVISIONS I BY EEL L=.. 0 �L �O "1 ,\ V ate IcD. (7 -IC. cale A5 N UI F I,�) yawnWM,L,WtCKU.1 j ob beet f Z Sheets rF �'•`I !.Ur"I\I { ?-C.PJiIT�. ` Ir IAN � C 1 DATr ij �`- , - ..- J Is REVISIONS I BY EEL L=.. 0 �L �O "1 ,\ V ate IcD. (7 -IC. cale A5 N UI F I,�) yawnWM,L,WtCKU.1 j ob beet f Z Sheets CALGREEN REQUIREMENTS NOTE: AT THE TIME OF FINAL INSPECTION, A MANUAL, COMPACT DISK, WEB BASED REFERENCE OR OTHER APPROVED REFERENCE DOCUMENTATION SHALL BE PLACED IN THE BUILDING IN ACCORDANCE WITH THE 2010 CALIF. GREEN BUILDING STANDARDS CODE (CGBSC) SEC. 4.410 AND CONTAIN THE FOLLOWING: -A STATEMENT THAT THE MANUAL SHALL REMAIN IN THE BUILDING FOR THE ENTIRE LIFE -CYCLE OF THE STRUCTURE -OPERATION AND MAINTAINENCE INSTRUCTIONS FOR EQUIPMENT, APPLIANCES, HVAC SYSTEMS, ROOF/ YARD DRAINAGE, IRRIGATION SYSTEMS, ETC. -INFORMATION FROM LOCAL UTILITIES ABOUT RECYCLING PROGRAMS AND LOCATIONS -PUBLIC TRANSPORTATION AND CARPOOL OPTIONS IN THE AREA -EDUCATION MATERIAL ON THE POSITIVE IMPACTS OF AN INTERIOR RELATIVE HUMIDITY BETWEEN 30-60i AND HOW TO MAINTAIN THESE LEVELS OF HUMIDITY NF-ORP,+ATION ABOUT WATER CONSERVING LANDSCAPE/IRRIGATION DESIGN AND CONTROLLERS -INFORMATION ABOUT REQUIRED ROUTINE MAINTAINENCE MEASURES INCLUDING CAULKING, PAINTING, GRADING, ETC. -INFORPv±ATION ABOUT STATE SOLAR ENERGY AND INCENTIVE PROGRAMS AVAILABLE --A COPY OF ALL SPECIAL INSPECTION VERIFICATIONS REQUIRED BY THE ENFORCING AGENCY AT THE TIME OF ROUGH INSTALLATION AND CONSTRUCTION OF DUCT WORK, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, SHEET METAL, OR OTHER APPROVED MATERIAL UP TO THE TIME OF HVAC EQUIPMENT START-UP TO REDUCE THE AMOUNT OF DUST DEBRIS WHICH MAY COLLECT IN THE SYSTEM (CGBSC 4.504.1) FINISH MATERIAL SHALL COMPLY WITH THE FOLLOWING: (PROVIDE DOCUMENTATION AT TIME OF FIELD INSPECTION TO VERIFY THE FOLLOWING)(CGBSC 4.504.2): -ADHESIVES, ADHESIVE BONDING PRIMERS, SEALANT PRIMERS, AND CAULKS SHALL COMPLY WITH SCAQMD RULE 1168 VOC LIMITS, AS SHOWN IN THE CALIF. GREEN BUILDING STANDARDS CODE(CGBSC) TABLE 4.504.1 OR 4.504.2 AS APPLICABLE. SUCH PRODUCTS SHALL COMPLY WITH RULE 1168 PROHIBITION OF THE USE OF TOXIC COMPOUNDS EXCEPT FOR AEROSOL PRODUCTS LISTED BELOW --AEROSOL ADHESIVES, SMALLER UNIT SIZES OF ADHESIVES, AND SEALANT OR CAULKING COMPOUNDS(WHICH DO NOT WEIGH MORE THAN t LB. AND DO NOT CONSIST OF MORE THAN 16 FLUID OUNCES) SHALL COMPLY WITH STATEWIDE VOC STANDARDS INCLUDING PROHIBITION ON USE OF CERTAIN TOXIC COMPOUNDS -ARC-IITECTURAL PAINTS AND COATINGS SHALL COMPLY WITH VOC LIMITS AS REFERENCED THE 2010 CGBSC TABLE 4.504.3 --,°;EROSOL PAINTS AND COATINGS SHALL MEET PRODUCT -WEIGHTED MIR LIMITS FOR ROC IN SECTION 94522(A)(3) OF THE CAL.i'= CODE OF REGULATIONS -AL_',_ CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE REQUIREMENTS OF ONE OF THE FOLLOWING: -CARPET AND RUG INSTITUTE'S GREEN LABEL PLUS PROGRAM -CALIF. DEPT. OF PUBLIC HEALTH STANDARD PRACTICES FOR THE TESTING OF VOC'S -NSF/ANSI 140 AT THE GOLD LEVEL -SCIENTIFIC CERTIFICATION SYSTEMS INDOOR ADVANTAGE GOLD -AT LEAST 50% OF THE FLOORING AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH VOC EMISSION LIMITS DEFINED IN THE COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS (CHPS) LOW EMITTING MATERIALS LIST OR CERTIFIED UNDER THE RESILIENT FLOOR COVERING INSITUTE (RFCI) FLOORSCORE PROGRAM -COMPOSITE WOOD PRODUCTS SHALL MEET THE REQUIREMENTS OF FORMALDEHYDE AS SPECIFIED IN ARB'S AIR TOXICS CONTROL MEASURE COMPOSITE WOOD BUDDING MATERIALS WITH VISIBLE SIGNS OF WATER DAMAGE SHALL NOT BE INSTALLED. WALL AND FLOOR FRAMING SHF,LL NOT BE ENCLOSED WHEN THE FRAMING MEMBERS EXCEED 19% MOISTURE CONTENT(CGBSC 4.505.3) 4.106 Provide storm water retention and drainage Best Management Practices (BMP's) during construction. 4.201: Energy Efficiencv Comply with the current T-24 requirements. 4.303: Water Efficiency and Conservation 4.303.1 Reduce water consumption by 20% by either specifying fixtures that use 20% less water, or by providing calculations showing water usage will be reduced by 20%. 4.303.2 For multiple shower heads, the sum of flow to all heads shall not exceed the 20% reduced limit, or the shower shall be designed so only one head is operational at a time. 4303.4 Irrigation water use shall have weather based controllers. Section 4.4: Material Conservation and Material Resource 4.408.1 50% of construction waste shall be recycled. 4.410.1 The builder shall provide an operation manual for the owner ,at time of final inspection. Section 4.5: Environmental Quality 4.504.1 During construction, ends of duct openings shall be sealed, and mechanical equipment covered. 4.504.2 VOC's are to be documented for: Adhesives, Paints and Coatings, Carpet, Composition Wood Products. Documentation shall be provided by Product Certifications & Specifications, Chain of Custody Certifications, or other means acceptable to the Building Official 4.505.1 Interior moisture control at slab on grade floors shall be provided by a vapor retarder per CBC Chapter 19, over a capillary break as follows: 4.505.3 Moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs ofwater damage should not be used in construction. Insulation that appears wet, or has a high moisture content should be removed, or allowed to dry prior to enclosure. 4.506 Bathroom fans shall be controlled by a humidistat, be Energy Star rated, and vented directly to the outside, unless the fan is part of the whole house ventilation system. 4.507.1 Whole house exhaust fans shall have insulated covers or louvers which close when the fan is off. The covers or louvers shall have min. R4.2 insulation. 4.5.07.2 Heating and AC shall be sized and selected by ACCA Manual J or ASHRAE handbook or equivalent. The duct sizing shall be per ACCA Manual D or ASHRAE requirements. MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April ''15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc, shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. PERMIT # so -- BUTTE COUNTY DEVELOPMENT SERVICES R`u1=WED FOR CODE COm^ wI \NCE DATE -1-_A _ DY `i. l ✓ DRAWN BY: CHECKED; DATE: SCALE: JCiB: ett v SHEET # `7 GREEN FASTENING SCHEDULE (TABLE 2304.9.1) CONNECTION FASTENING- LOCATION 1. JOIST TO SILL OR GIRDER 3 - 8d COMMON (2 1/2" X 0.131") F1.5 1'-6" 1'-6" 3 - 3" X 0.131" NAILS TOE NAIL 2'-0" 2'-0" 3 - 3" 14 GA. STAPLES F2.5 2. BRIDGING TO JOIST 2 - 8d COMMON (2 1/2" X 0.131") F3 3'-0" 3'-0" 2 - 3" X 0.131" NAILS TOE NAIL EACH END 3'-6" 3'-6" 2 - 3" 14 GA. STAPLES F4 3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 5. 2" SUBFLOOR TO JOIST OR GIRDER 2 - 16d COMMON (3 1/2" X 0.162") BLIND AND FACE NAIL 6. SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2" X 0.135") AT 16" O.C. AB 0 3'-9" O.C. 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLES AT 12" O.C. SOLE PLATE TO JOIST OR BLOCKING AT 3 - 16d (3 1/2" X 0.135") AT 16" O.C. 4 - 3" X 0.131" NAILS AT 16" O.C. BRACED WALL PANELS BRACED WALL PANEL 4 - 3" 14 GA. STAPLES PER 16" A35 AT 1�-8" O.C. 7. TOP PLATE TO STUD 2 - 16d COMMON (3 1/2" X 0.162") SHEAR PLY I POST AS REQ'D PER HOLDOWN 3 - 3" X 0.131" NAILS END NAIL RBC AT 1 -2" O.C. 3 - 3" 14 GA. STAPLES PER SHEAR 8. STUD TO SOLE PLATE 4 - 8d COMMON (2 1/2" X 0.131") 4 - 3" X 0.131" NAILS AT 8" O.C. TOE NAIL 3 - 3" 14 GA. STAPLES AT 12" O.C. 2 - 16d COMMON (3 1/2" X 0.162") I II II 3 - 3" X 0.131" NAILS END NAIL 3 - 3" 14 GA. STAPLES II II II II I1 9. DOUBLE STUDS 16d (3 1/2" X 0.135") AT 24" O.C. 3" X 0.131" NAIL AT 8" O.C. FACE NAIL I PER 3" 14 GA. STAPLE AT 8" O.C. 10. DOUBLE TOP PLATES 16d (3 1/2" X 0.135") AT 16" O.C. II II II II I^I I°I I II SCHEDULE I I^I II \j 3" X 0.131" NAIL AT 12" O.C. TYPICAL FACE NAIL 3" 14 GA. STAPLE AT 12" O.C. II II I II II - LI-- ILL DOUBLE TOP PLATES 8 - 16d COMMON (3 1/2" X 0.162") 12 - 3" X 0.131" NAILS LAP SPLICE SIZE/SPACING PER SCHED. 12 - 3" 14 GA. STAPLES 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3 - 8d COMMON (2 1/2" X 0.131") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 12. RIM JOIST TO TOP PLATE 8d (2 1/2" X 0.131") AT 6" O.C. 3" X 0.131" NAIL AT 6" O.C. TOE NAIL 3" 14 GA. STAPLE AT 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 14. CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2" X 0.162") 16" O.C. ALONG EDGE 15. CEILING JOISTS TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 16. CONTINUOUS HEADER TO STUD 4 - 8d COMMON (2 1/2" X 0.131") TOE NAIL 17. CEILING JOISTS, LAPS OVER PARTITIONS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 18. CEILING JOISTS TO PARALLEL RAFTERS 3 - 16d COMMON (3 1/2" X 0.162") MIN, TABLE 2308.10.4.1 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 19. RAFTER TO PLATE 3 - 8d COMMON (2 1/2" X 0.131") 5 - 3" X 0.131" NAILS TOE NAIL 5 - 3" 14 GA. STAPLES 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 2 - 8d COMMON (2 1/2" X 0.131") 2 - 3" X 0.131" NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 21. 1" X 8" SHEATHING TO EACH BEARING 3 - 8d COMMON (2 1/2" X 0.131") FACE NAIL 22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 3 - Bd COMMON (2 1/2" X 0.131") FACE NAIL 23. BUILT-UP CORNER STUDS 16d COMMON (3 1/2" X 0.162") 24" O.C. 3" X 0.131" NAILS 16" O.C. 3" 14 GA. STAPLES i6" O.C. 24. BUILT-UP GIRDER AND BEAMS 20d COMMON (4" X 0.192") AT 32" O.C. FACE NAIL AT TOP AND 3" X 0.131" NAILS AT 24" O.C. BOTTOMSTAGGERED ON 3" 14 GA. STAPLES AT 24" O.C. OPPOSITE ENDS 2 - 20d COMMON (4" X 0.192") FACE NAIL AT ENDS AND 3 - 3" X 0.131" NAILS AT EACH SPLICE 3 - 3" 14 GA. STAPLES 25. 2" PLANKS 16d COMMON (3 1/2" X 0.162") AT EACH BEARING 26. COLLAR TiE TO RAFTER 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 27. JACK RAFTER TO HIP 3 - 10d COMMON (3" X 0.148") 4 - 3" X 0.131" NAILS TOE NAIL 4 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") FACE NAIL 3 - 3" X 0.131" NAILS 3 - 3" 14 GA. STAPLES 28. ROOF RAFTER TO 2X RIDGE BEAM 2 - 16d COMMON (3 1/2" X 0.162") 3 - 3" X 0.131" NAILS TOE NAIL 3 - 3" 14 GA. STAPLES 2 - 16d COMMON (3 1/2" X 0.162") 3-3"X0.131"NAILS FACE NAIL 3 - 3" 14 GA. STAPLES 29. JOIST TO BAND JOIST 3 - 16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 30. LEDGER STRIP 3 - 16d COMMON (3 1/2" X 0.162") 4 - 3" X 0.131" NAILS FACE NAIL 4 - 3" 14 GA. STAPLES 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD ° 1/2" AND LESS 6d' SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 2 3/8" X 0.113" NAIL" 19/32" TO 3/4" 8d OR 6d' 2 3/8" X 0.113" NAIL! 7/8" TO 1" 8d° SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT 1 1/8" TO 1 1/4" 10cP OR S 8&TO FRAMING) 3/4" AND LESS 6d- 7/8- TO 1" 8d' 1 1/8- TO 1 1/4" 10d° OR 8d' 32. PANEL SIDING (TO FRAMING) 1/2" AND LESS 6d' 5/8" 8d' 33. FIBERBOARD SHEATHING° 1/2" No. 11 GAGE ROOFING NAIL" 6d COMMON NAIL (2" X 0.113") No. 16 GAGE STAPLE' 25/32" No. 11 GAGE ROOFING NAIL" 8d COMMON NAIL (2 1/2" X 0.131") No. 16 GAGE STAPLE' 34. INTERIOR PANELING 1/4" 4d' 3/8" 6d' a. Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. c. Common or deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") d. Common (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") e. Deformed shank (6d - 2" x 0.113"; 8d - 2 1/2" x 0.131"; 10d - 3" x 0.148") f. Corrosion -resistant siding (6d - 1 7/8" x 0.106"; 8d - 2 3/8" x 0.128") or casing (6d - 2" x .099"; 8d - 2 1/2" x 0.113") nail g. Fasteners spaced 3 inches on center at exterior ridges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. h. Corrosion -resistant roofing nails with 7/16 inch diameter head and 1 1/8 inch length for 1/2 inch sheathing and 1 3/4 inch length for 25/32 sheathing. i. Corrosion -resistant staples with nominal 7/16 inch crown and 1 1/8 inch length for 1/2 inch sheathing and 1 1/2 inch length for 25/32 sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). I Casing (1 1/2" x 0.080") or finish (1 1/2" x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (2 1/2" x 0.113") are the minimum required for wood structural panels. m. Staples shall have a minimum crown width of 7/16 inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at intermediate supports of roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. TYPICAL FASTENING SCHEDULE 1 1" NO SCALE SDI PROVIDE SIMPSON RPS22 STRAP AT EACH PLATE, (2) MIN PER NOTCH 2 1/2" MAX. DEPTH FOR 2X4 PLATE 3 1/2" MAX. DEPTH FOR 2X6 PLATE 5 1/2- MAX A TOP PLATE PER 6/SD1 I I 1 1/2" MAX, TYP. I I I I I I PE AS OCCURS WALL CONTINUES WHERE �,�OCCURS PER PLAN (5) 16d +++j + + ++1+ + + PARTIAL PLAN AT TOP PLATE CORNER AND TEE 4 r; DBL 2X TOP PLATES T126 STRAP, U.N.O., PER DETAIL BELOW-� / CENTERED ON DISCONTINUITY STUD DIRECTLY UNDER SPLICE, TYP. TYPICAL TOP PLATE DISCONTINUITY (5) 16d AT CORNER OR INTERSECTING WALL WALL FRAMING 16d SINKERS AT 16" O.C. 4'-0" MIN. LAP LENGTH TYP 16d SINKERS AT 16" O.C. PER PLAN, TYP (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES (12) MIN. BETWEEN SPLICES NOTE: DO NOT BORE HOLES OR CUT NOTCHES IN STRUCTURAL WALL PLATES GREATER THAN 1/3 THE PLATE WIDTH WITHOUT WRITTEN CONSENT FROM THE ENGINEER OF RECORD. TYPICAL TOP PLATE NOTCH DETAIL NO SCALE THICKNESS 3" CLR � H 1 3" 3" C FTG TYPE PER PI FORCE WITH #4 i" 0. C. E. W. TYPICAL SPREAD FOOTING SCHEDULE NO SCALE ALL NON -SHEAR WALLS AND NON-BEARING WALLS TO HAVE HILTi X-CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C.-, PT SILL PLATE CONCRETE SLAB -ON -GRADE PER PLAN TYPICAL NON-BEARING WALL DETAIL NO SCALE -STUD DIRECTLY UNDER SPLICE, TYP. II INTERSECTING WALL OR CORNER WHERE OCCURS --i TYPICAL TOP PLATE SPLICE 9 TYPICAL TOP PLATE SPLICE DETAIL SDI 0 SDI DBL 2X TOP PLATE NO SCALE S D I FOOTING SCHEDULE MAX STUD SPACING FOOTING TYPE DIMENSION A DIMENSION B, U.N.O. THICKNESS, U.N.O. F1.5 1'-6" 1'-6" 12" F2 2'-0" 2'-0" 12" F2.5 2'-6" 2'-6" 12" F3 3'-0" 3'-0" 12" F3.5 3'-6" 3'-6" 12" F4 4'-0" 4'-0" 12" TYPICAL SPREAD FOOTING SCHEDULE NO SCALE ALL NON -SHEAR WALLS AND NON-BEARING WALLS TO HAVE HILTi X-CP72 SHOT PINS PER ICC ESR -2379 AT 24" O.C.-, PT SILL PLATE CONCRETE SLAB -ON -GRADE PER PLAN TYPICAL NON-BEARING WALL DETAIL NO SCALE -STUD DIRECTLY UNDER SPLICE, TYP. II INTERSECTING WALL OR CORNER WHERE OCCURS --i TYPICAL TOP PLATE SPLICE 9 TYPICAL TOP PLATE SPLICE DETAIL SDI 0 SDI DBL 2X TOP PLATE NO SCALE S D I STUD WALL ELEVATION KEY 16 A G MAX STUD SPACING H TRIMMER/S PER SCHEDULE D T&B, TYP U.N.O. KING STUD/S PER SCHEDULE D &B, TYP A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS ® BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH (F) OPENING OPENING -j STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® POST PER PLAN WHERE OCCURS STUD WALL ELEVATION KEY (A) HEADER PER PLAN ® TRIMMER/S PER SCHEDULE D KING STUD/S PER SCHEDULE © A35 CLIP AT EACH SIDE OF POSTS AND MULTIPLE KING STUDS. USE A34 AT 4X WALLS ® BLOCK AT ALL SHEATHING SPLICES, AND AT 10'-0" MAX UNBRACED STUD LENGTH (F) NAIL MULTIPLE TRIMMERS/KING STUDS TOGETHER WITH 16d AT 12" O.C. STAGGERED ® STUD PER PLAN, DF#2 AT 16" O.C. U.N.O. ® POST PER PLAN WHERE OCCURS 2X WALL OPENING SCHEDULE (U.N.O. ON PLAN) (110 MPH, EXPOSURE C) OPENING WIDTH TRIMMER/S KING STUD/S UP TO 3'-0" (1) (1) UP TO 4'-0" (1) (2) UP TO 10'-0" (2) (2) TYPICAL STUD WALL ELEVATION ( s NO SCALE PROVIDE I PANELS A MFR, 1/8 BLOCK AT ALL 16" MAX ' SPACING - SDI - CORNER WHERE OCCURS (5) 16d NAILS AT LAPPED CORNERS, TYPE FOUNDATION PER PLAN- L X NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION NO SCALE AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 4'-0" MAX AT (3) STORY AND TALLER 12 MAX 6'-0" MAX AT 1 AND 2 STORY 5" MINPT DF -L (SEE SHEAR WALL SCHED.) SILL I " ! PLATE WASHER II I 7 MIN„ X 3 X .229", TYP FIJI ° MASA/MASAP ANCHOR OPTION PER NOTE 4 1/2- DIA AB WITH 2" HOOK, TYP PER PLAN GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL FNDN ANCHOR BOLT DETAIL F3 NO SCALE SDI HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) --_FI - - - �T-- HOLDOWN POST SIZE DISTANCE FROM CENTER OFSTEM CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS AT POST MINIMUM WALL WIDTH SINGLE POUR CONDITION TWO POUR CONDITION HDU2 DBL 2X N7AP BETWEEN II lol lel I FIELD NAIL PER 6 SCREWS 6" HDU4 S REQ'D BY11 II I II II I SHEAR WALL SCHED. I SSTB24 10 SCREWS 6" MIN II II II 6 2X MUDSILL 12d 0 7" O.C. L I I I I I I `1 I EN PER SHEAR WALL SCHED. 260 AB 0 3'-9" O.C. AS REQ'D RBC AT 1 -8 O.C. EDGES, TYP II II II I COMPRESSION 8d ® 12" O.C. A35 AT 1�-8" O.C. 350 LI SHEAR PLY I POST AS REQ'D PER HOLDOWN RBC AT 1 -2" O.C. - - PER SHEAR SCHEDULE II WALL SCHED.� >TUD I 11 I II II II II II II II II II II I1 I I^ HOLDOWN l l I I I I PER I1 �� II II II II II II I^I I°I I II SCHEDULE I I^I II \j °I II II li --I II II I II II - LI-- ILL II I I°I I -e --LL 11 1 11 1 j j j j SILL PLATE AND AB SIZE/SPACING PER SCHED. FOUNDATION PER PLAN- L X NOTE: STUD SPACING = 16" O.C., U.N.O. CORNER WHERE OCCURS TYPICAL SHEAR WALL ELEVATION NO SCALE AT EXISTING FOUNDATIONS AND AT MISSED AB PROVIDE 1/2" DIAMETER TITEN HD AT REQUIRED SPACING WITH 4" EMBED, 1 3/4" MINIMUM EDGE DISTANCE, 8" MINIMUM END DISTANCE, AND 8" MINIMUM SPACING. LOCATE AND AVOID ALL REINFORCING PRIOR TO DRILLING. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 4'-0" MAX AT (3) STORY AND TALLER 12 MAX 6'-0" MAX AT 1 AND 2 STORY 5" MINPT DF -L (SEE SHEAR WALL SCHED.) SILL I " ! PLATE WASHER II I 7 MIN„ X 3 X .229", TYP FIJI ° MASA/MASAP ANCHOR OPTION PER NOTE 4 1/2- DIA AB WITH 2" HOOK, TYP PER PLAN GENERAL NOTES: 1.) SILL PLATE SHALL BE 2X PT DF -L UNLESS NOTED OTHERWISE IN SHEAR WALL SCHEDULE. 2.) PROVIDE (2) BOLTS MIN PER SILL PLATE. 3.) DIAGONALLY SLOTTED PLATE WASHERS WITH A MAXIMUM SLOT LENGTH OF 1 3/4" MAY BE USED WHEN A STANDARD CUT WASHER IS ADDED BETWEEN THE PLATE WASHER AND NUT. 4.) CONTACT SUMMIT STRUCTURAL DESIGN FOR MASA/MASAP ANCHOR OPTION IN LIEU OF ANCHOR BOLTS. 5.) AT SHEAR WALLS, PLATE WASHER MUST BE LOCATED 1/2" OR LESS FROM THE INSIDE FACE OF SHEATHING. TYPICAL FNDN ANCHOR BOLT DETAIL F3 NO SCALE SDI HOLDOWN SCHEDULE (*SEE ALL NOTES BELOW*) "SIMPSON"MINIMUM HOLDOWN MODEL NUMBER HOLDOWN POST SIZE DISTANCE FROM CENTER OFSTEM CONCRETE ANCHOR TO FACE OF POST CONCRETE ANCHOR TYPE HOLDOWN FASTENERS AT POST MINIMUM WALL WIDTH SINGLE POUR CONDITION TWO POUR CONDITION HDU2 DBL 2X 1 5/16" SSTB16 SSTB20 6 SCREWS 6" HDU4 DBL 2X 1 5/16" SSTB20 SSTB24 10 SCREWS 6" GENERAL NOTES: 1.) HOLDOWNS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.) AT 3X MUDSILL USE SSTBL VERSION OF ANCHOR LISTED ABOVE. 3.) DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 12d (DIA.=0.135") AT 6" O.C. STAGGERED. TYPICAL HOLDOWN SCHEDULE NO SCALE 2 i Tr I;o'1 rJE-LOPMENTSIFRVICCS NEVIFDrvED FOR 2 SDI SHEAR WALL LEGEND STRUCTURAL SHEAR WALL TYPE "N" FOR A MINIMUM N L=X' -Y" LENGTH OF X' -Y" PER SCHEDULE BELOW. SHEAR WALL SCHEDULE - 3/8" THICK SHEATHING AND 16" O.C. STUD SPACING (*SEE ALL NOTES BELOW*) SHEAR MUDSILL THICKNESS SOLE PLATE PANEL EDGE PANEL FIELD "SIMPSON" ALLOW. WALL AND 1/2" DIAMETER NAIL SIZE NAIL SIZE NAIL SIZE A35 AND RBC LOAD TYPE ANCHOR BOLT SPACING AND SPACING AND SPACING AND SPACING CLIP SPACING (PLF) 6 2X MUDSILL 12d 0 7" O.C. 8d ® 6" O.C. 8d ® 12" O.C. A35 AT 2'-8" O.C. 260 AB 0 3'-9" O.C. RBC AT 1 -8 O.C. 2X MUDSILL 12d 0 5" O.C. 8d ® 4" O.C. 8d ® 12" O.C. A35 AT 1�-8" O.C. 350 4* AB 0 2 9 O.C. RBC AT 1 -2" O.C. GENERAL NOTES: 1.) WALL FRAMING: USE 2X OR WIDER DF -L STUDS (PER PLAN), SOLE PLATE, TOP PLATES, AND BLOCKING. USE PT DF -L MUDSILL PER SCHEDULE ABOVE. BLOCK ALL PANEL EDGES. 2.) SHEATHING: USE APA RATED (32/16 SPAN RATING) SHEATHING UNLESS NOTED OTHERWISE. EDGE NAIL PANELS AT ALL EDGES, TOP PLATES, SOLE PLATE, MUDSILL, POSTS, AND HOLDOWN COMPRESSION POSTS/STUDS. 3.) NAIL SIZES: 8d: 2 1/2" X 0.131" DIAMETER COMMON, OR 2 1/2" X 0.113" DIAMETER HDG BOX, 12d: 3 1/8" X 0.135" DIAMETER SINKER, 20d: 4" X 0.192" DIAMETER COMMON. DO NOT OVERDRIVE NAILS. STAGGER SOLE FASTENING AND PRE -DRILL PILOT HOLES (MAX 75% NAIL DIA) TO AVOID SPLITTING WALL ELEMENTS. 4.) ALLOWABLE LOADS MAY BE MULTIPLIED BY 1.4 WHERE WIND LOADS GOVERN. TYPICAL SHEAR WALL SCHEDULE NO SCALE Q��FESS/�N� K. e �F�c �No.75688 E . 6/ 0/18 J� CIV1\- gTFOF Cwt 10/24/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS i 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Uj ® Q U 1 W J OD T CC Ln 0 F- z o LU �Q U o! O Q oC Of V I O Ln Ln 00 U REVISIONS: DATE: 10/24/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-332 SHEET: SD1 BOTTOM CHORD OF TRUSS BY OTHERS, NON-BEARING WALL SIMPSON STC CLIP AT EACH TRUSS 1/2- GAP WALL PERPENDICULAR TO TRUSS SIMPSON DTC CLIP AT EACH TRUSS - 1/2" GAPS TRUSS BY OTHERS, TYP NON-BEARING WALL 2X4 BLOCK AT 4'-0" O.C. WITH (2) 16d EACH END WALL PARALLEL TO TRUSS NOTE: ATTACHMENT OF FINISHES IS BY OTHERS AND MUST BE INSTALLED TO ACCOMMODATE VERTICAL DIFFERENTIAL MOVEMENT BETWEEN THE TRUSSES AND THE NON-BEARING WALLS. TYPICAL NON-BEARING WALL AT ROOF NO SCALE 4 SD2 ROOF PLY AND NAILING PER PLAN V-0" MAX 2'-0" E.N. FASCIA BYI E.N. OTHERS 2X4 FLAT OUTLOOKER AT NOTE: 36" O.C., NOTCH CONTRACTOR SHALL VERIFY NOTCH PLY AND TOP DEPTH AND LOCATION WITH TRUSS CHORD TO MFR. PRIOR TO CUTTING. SEAT OUTLOOKER SHEAR ENTIRE WALL PER SWS TYPE "6"- A35 CLIP PER SHEAR WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP. PROVIDE GAP BETWEEN PANELS ; AS REQ'D. BY MFR., 1/8" MIN.-___jL • E. N., TYP DBL TOP PLATE PER 6/SD1 SHEAR ENTIRE WALL PER SWS TYPE "6" - GABLE END - TRUSS BY OTHERS 3) 16d TOENAILS )ADD 2X4 FLAT TO BRACES LONGER THAN 6'-0" WITH 16d AT 12" O.C. 2X6 BRACE AT 4'-0" O.C. WITH (5) 16d NAILS EACH END 0 _----�-2X BLOCKING AT 4'-0" O.C., T&B, (3) 12d T.N. EA. END 3) 16d T.N. EA BLOCK ALL FRAMING PER PLAN TYPICAL GABLE END TRUSS DETAIL NO SCALE ROOF PLY AND NAILING PER PI RBC CLIP PER SHEAR WALL SCHEDULE, OTHERWISE 4'-0" O.C., TYP: IEX� SOLID BLOCKING5 H2.5T EA. TRUSS �;; / - FASCIA BY OTHERS SHEAR PER PLAN - TYPICAL EAVE DETAIL NO SCALE WALL FRAMING PER PLAN, WHERE OCCURS P.T. SILL AND A.B. PER 3/SD1 RECESS AT OVERHEAD DOOR IF REQUIRED CONC. SLAB - ON -GRADE. PER PLAN—\ TOP PLATE PER 6/SD1 ALL FRAMING PER PLAN 3 SD2 ROOF TRUSSES BY OTHERS LNTr ti _"Pa !'1.Y^.(�PI C _ •:: ->�a, Jrr;+ EAR PER PLAN a • I • MIN. FINISHED GRADE, I SLOPE AWAY FROM FND. ....... L....l.. I........:_ ..... 1 z #4 TOP & BOT. N 3" CLR.' SPREAD FOOTING PER 12" MIN. PLAN WHERE OCCURS NOTE: WATERPROOFING, FLASHING, AND DRAINAGE BY OTHERS. TYPICAL SHOP FOUNDATION DETAIL NO SCALE Q�'OFESSION,q �No. 75688 E . 6/ 0/18 S� CIV1\- gTeOF CAO 10/24/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 4 �Jqlllc 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com Ul ..j W Q U LLJ Q J J 00 D= oC vn 0 U LU oC Q o! 0 Q Of _ C) 0 Ln Ln 00 U CL REVISIONS: DATE: 10/24/16 SCALE: NTS DRAWN BY: RKB JOB NUMBER: 16-332 SHEET: SD2 T T i