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HomeMy WebLinkAbout041-620-059r., i; j: ' !� i t 77, , Y• B07-0416 041-620-059 RE=SIDENTIAL SPD-CustomfModcl NSP 2452, GARAGE 724 CASA SIERRA VISTA KETTLE, CHRISTOPHER JOHN & 1� e ` yyeyi ' it r+�.a F3Jt,i.e• r} g4tr ,p - r loop, +i.7t ti`n I. it t l.t �,� i" 1 � 1 VLSI' ,r ( 7 Nsi-14�br�r 2t �. NOW z� v iv ch't �4 I: ri i took ti "I s S,� iyrL� 4 S t ;t, rt a, 011 1�ti WIT ps�1i� ' `rYf �j slow 1. y , r1,4 94 �",Le r ;FrE !i z. d % ).. �J��;k,t �. MAS e I n tT ! tt 1 t 1 4 f y k "tt'{t •7 * t ji t}L� x' , ii �i ¢ f l r S t '+j�;yr ,fr, )ya 'Wr m i Z `t}w .v�ystl° s `�..�£ • fr, e {' I� t�ytkir � it y � { '.K` f {yy`"" 4; f F J f t t t i. 35 eft � r .ie , 3�fy' '� �%�' frr >r � 1 , � :i ` MAO ir�� y`� Et a. ��..�r�rr1 1,� t t r j. M 1Ftl Mrt `'ass o'1b1-.y,, 1 1 ti 1t :i e tlj t �:.4�r� �S0y' (. �% 1 � I '..i t{' 1 ;.4).r �p rt � � •e ii ISS n k! S s ` x y� n k a sI �rtttd i+ ? 1 tjJy� j atcrrn�j7�1 �`tr � ,�',i. �f�i. �� is •3 t �.�hhrQ j�� -f � i r.,<q v ',5 3#k"' �ziJTfft1iisr 1� :pEATON A 4� + �ft t ..t r sr.�t t j�.,'f{'ir { !i6. S=;,.7i,;t 'yrr ht�ti_tXsj ita;��e-�+;•�M�c� r`� 1{f '!'ttCq�ayM�.. . r -k TABLE OF'CONTENTS TOC Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 Project Address........ CASA SIERRA VISTA ******* PARADISE, CA *v7.10* Documentation Author... ROBERT A. MANGRUM ******* i Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 I Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -TOC User#-MP1342 User -Paradise Mechanical Run -KETTLES TITLE 24 2197 TABLE OF CONTENTS Report Page FORM CF -1R ................ 1 FORM MF -1R ................ 7 FORM WS -SR ................ 11 HVAC SIZING...... 12 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 P t Add CASA SIERRA VISTA ******* rojec ress........ PARADISE, CA *v7.10* Documentation Author... ROBERT A. MANGRUM ******* Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 I Field Check/ Date Climate Zone........... 11 ' Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 �I MICROPAS7 ENERGY USE SUMMARY II Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating.......... 33.20 37.42 -4.22 Space Cooling.......... 30.91 28.46 2.45 Water Heating.......... 19.46 17.54 1.92 Total 83.57 83.42 0.15 Building complies I� with Computer Performance �I GENERAL INFORMATION HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type ......... Fuel Type ................. Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Not Required 2452 sf Single Family Detached New Propane Front Facing 90 deg (E) 1 1 FullYear Raised Floor 1 21534 cf 0 sf 15.7 % of floor area 0.36 Btu/hr-sf-F 0.34 8.8 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... CASA SIERRA'VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File-KETTLE3 Wth-CTZllS05 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 2452 21534 1.00 4.0 Yes Setback 8.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 373 0.095 15 6 90 90 Yes IV.9 A4 front 2 Wall Wood 240 0.095 15 6 90 90 No IV.9 A4 crawl 3 Wall Wood 32 0.095 15 6 90 90 No IV.9 A4 to garage 4 Wall Wood 207 0.095 15 6 180 90 Yes IV.9 A4 left 5 Wall Wood 144 0.095 15 6 180 90 No IV.9 A4 crawl 6 Wall Wood 31 0.095 15 6 180 90 No IV.9 A4 to garage 7 Wall Wood 449 0.095 15 6 270 90 Yes IV.9 A4 back 8 Wall Wood 58 0.095 15 6 225 90 Yes IV.9 A4 corner wall 9 Wall Wood 58 0.095 15 6 315 90 Yes IV.9 A4 corner wall 10 Wall Wood 462 0.095 15 6 0 90 Yes IV.9 A4 right 11 Door Other 17 0.500 0 0 180 90 No IV.5 A4 to garage 12 Door Other 17 0.500 0 0 0 90 Yes IV.5 A4 entry 13 Door Other 17 0.500 0 0 0 90 Yes IV.S A4 entry 14 RoofRad Wood 1912 0.025 38 0 n/a 0 Yes IV.1 A18 attic 15 Floor Wood 1918 0.037 19 0 n/a 0 No IV.20 A4 crawl FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (E) 20.0 0.350 0.320 90 90 Standard Fl/Vinyl/Wood Operable L 2 Wind Front (E) 20.0 0.350 0.320 90 90 Standard F2/Vinyl/Wood Operable L 3 Door Front (E) 20.0 0.530 0.650 90 90 Standard F3/Vinyl/Wood Patio Door 4 Wind Front (E) 4.0 0.400 0.350 90 90 Standard F4/Vinyl/Wood Fixed Low 5 Wind Front (E) 20.0 0.350 0.320 90 90 Standard F5/Vinyl/Wood Operable L 6 Wind Front (E) 20.0 0.350 0.320 90 90 Standard F6/Vinyl/Wood Operable L 7 Wind Back (W) 20.0 0.350 0.320 270 90 Standard B7/Vinyl/Wood Operable L 8 Wind Back (W) 15.0 0.350 0.320 270 90 Standard B8/Vinyl/Wood Operable L 9 Door Back (W) 40.0 0.350 0.340 270 90 Standard B9/Vinyl/Wood Patio Door 10 Wind Back (W) 15.0 0.350 0.320 270 90 Standard B10/Vinyl/Wood Operable 11 Wind Left (SW) 10.0 0.350 0.320 225 90 Standard Cll/Vinyl/Wood Operable 12 Wind Left (SW) 8.0 0.350 0.320 225 90 Standard C12/Vinyl/Wood Operable 13 Wind Back (W) 20.0 0.350 0.320 270 90 Standard B13/Vinyl/Wood Operable CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File-KETTLE3 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 14 Wind Back (W) 20.0 0.350 0.320 270 90 Standard B14/Vinyl/wood Operable 15 Wind Back (W) 16.0 0.350 0.320 270 90 Standard B15/Vinyl/Wood Operable 16 Wind Back (NW) 10.0 0.350 0.320 315 90 Standard C16/Vinyl/Wood Operable 17 Wind Back (NW) 8.0 0.350 0.320 315 90 Standard C17/Vinyl/Wood Operable 18 Door Back (W) 40.0 0.350 0.340 270 90 Standard B18/Vinyl/Wood Patio Doo 19 Wind Back (W) 16.0 0.350 0.320 270 90 Standard B19/Vinyl/Wood Operable 20 Wind Right (N) 20.0 0.350 0.320 0 90 Standard R20/Vinyl/Wood Operable 21 Wind Right (N) 16.0 0.350 0.320 0 90 Standard R21/Vinyl/Wood Operable 22 Skyl Horz 6.0 0.450 0.350 90 0 None SKY1/Vinyl/Wood Skylight OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 20.0 n/a 5.0 1.0 1.0 n/a n/a 2 Window 20.0 n/a 5.0 1.0 ,1.0 n/a n/a 3 Door 20.0 n/a 6.6 8.0 1.0 n/a n/a 4 Window 4.0 n/a 4.0 8.0 1.0 n/a n/a 5 Window 20.0 n/a 5.0 3.0 1.0 n/a n/a 6 Window 20.0 n/a 5.0 1.0 1.0 n/a n/a 7 Window 20.0 n/a 5.0 1.0 1.0 n/a n/a 8 Window 15.0 n/a 5.0 4.0 1.0 n/a n/a 9 Door 40.0 n/a 6.6 4.0 1.0 n/a n/a 10 Window 15.0 n/a 5.0 4.0 1.0 n/a n/a 11 Window 10.0 n/a 5.0 4.0 1.0 n/a n/a 12 Window 8.0 n/a 4.0 8.0 .0.0 n/a n/a 13 Window 20.0 n/a 5.0 1.0. 1.0 n/a n/a 14 Window 20.0 n/a 5.0 1.0 1.0 n/a n/a 15 Window 16.0 n/a 4.0 4.0 0.0 n/a n/a 16 Window 10.0 n/a. 5.0 4.0 1.0 n/a n/a 17 Window 8.0 n/a 4.0 8.0 0.0 n/a n/a 18 Door 40.0 n/a 4.0 4.0 0.0 n/a n/a 19 Window 16.0 n/a 4.0 12.0 0.0 n/a n/a 20 Window 20.0 n/a 5.0 1.0 1.0 n/a n/a 21 Window 16.0 n/a 4.0 1.0 10.0 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title........... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run -KETTLES TITLE 24 2197 Number System of Minimum Type Systems Efficiency Furnace 1 0.800 AFU ACPackage 1 13.00 SEE HVAC SYSTEMS HVAC SIZING Total Sensible Design Heating Cooling. Cooling System Load Load Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) Furnace 43421 n/a n/a ACPackage n/a 29338 34960 Sizing Location............ PARADISE Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 98 F Summer Inside Design....... 75 F Summer Range ............... 34 F Verified Maximum Cooling Capacity (Btu/hr) n/a n/a DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type. Location R -value Leakage Area Ducts Furnace ACPackage Heater Tank Type Type 1 -Storage. Gas Crawlspace R-6 No No No Crawlspace R-6 No No No WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Distribution Type System Factor (gal) R -value PipeInsulation 1 0.63 50 R- n/a Verified Verified Verified Verified Verified Maximum Refrig Charge Adequate Fan Watt Cooling EER or TXV Airflow Draw Capacity E n/a n/a n/a n/a n/a R No No No No No HVAC SIZING Total Sensible Design Heating Cooling. Cooling System Load Load Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) Furnace 43421 n/a n/a ACPackage n/a 29338 34960 Sizing Location............ PARADISE Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 98 F Summer Inside Design....... 75 F Summer Range ............... 34 F Verified Maximum Cooling Capacity (Btu/hr) n/a n/a DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type. Location R -value Leakage Area Ducts Furnace ACPackage Heater Tank Type Type 1 -Storage. Gas Crawlspace R-6 No No No Crawlspace R-6 No No No WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Distribution Type System Factor (gal) R -value PipeInsulation 1 0.63 50 R- n/a r , CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title....`..:... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -FORM CF -1R "03er#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates Ducts in a Crawlspace or Basement Location. All supply'registers must be within 2 ft of floor. This building incorporates non-standard Natural Vent Area or Vent Height. This building incorporates a Radiant Barrier. REMARKS f CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File-KETTLE3 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... CHRIS KETTLE Company. KETTLE CONSTRUCTION Address. PARADISE, CA Phone... (530) 877-0849 License. P Signed.. Gr (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name.... ROBERT A. MANGRUM Company. Paradise Mechanical Address. 5655 Almond Street Paradise, CA 95969 Phone... 530-877-8882 Signed. MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 7 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 Project Address........ CASA SIERRA VISTA ******* Documentation Author... Climate Zone........... Compliance Method...... PARADISE, CA ROBERT A. MANGRUM Paradise Mechanical 5655 Almond Street Paradise, CA 95969 530-877-8882 11 MICROPAS7 v7.10 for *v7.10* ******* Building Permit # Plan Check / Date Field Check/ Date 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R -Value �✓ *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply / to exterior mass walls) ✓ *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire / opening of the firebox ,✓ b. Outside air intake with damper and control, flue j damper and control✓ / 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 / meets requirements specified in ACM Residential Manual 150(8): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, / water vapor permeance rate no greater than 2.0 perm/inch ✓ 118: Insulation specified or installed meets insulation quality j standards. Indicate type and include CF -6R form r/ 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned / spaces designed to limit air leakage ✓ '2. Fenestration products (except field -fabricated) have -label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification ✓ MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 8 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File -KETTLES Wth-CTZllS05 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES n/a 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1.'Storage gas water heaters rated with an Energy Factor De- En- sign- force er / ment Ix less than 0.58 must be externally wrapped with insulation / having an installed thermal resistance of R12 or greater ✓ 2. Back-up tanks for solar system, unfired storage tanks, or • other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A ✓ 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space ✓ 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation ✓ *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal ..openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 9 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File-KETTLE3 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause / reductions in the cross-sectional area of the ducts ✓ 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with / mastic and draw bands ✓ 4. Exhaust fan systems have back draft or automatic dampers 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material �✓_/ 7. Flexible ducts cannot have porous inner cores ✓ 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no / electric resistance heating and no pilot light ✓ 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation / pump time switch ✓ 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ./ 118(i): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force er ment n/a 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 10 Project.Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run -KETTLES TITLE 24 2197 as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled -by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall / .have lighting that complies with Sec. 130, 131, and 146 V/ 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to ` comply with Section 119(d) ✓ �'X Ix Ix RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS -5R Page 11 Project Title.......... CASA SIERRA VISTA Date..03/01/07 08:24:08 MICROPAS7 v7.10 File-KETTLE3 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1342 User -Paradise Mechanical Run-KETTLE3 TITLE 24 2197 At least 500 of the total rated wattage the kitchen must be in luminaires that in Table 150-C. Luminaires that are separately. Luminaire Type of permanently installed luminaires in are high efficacy luminaires as defined not high efficacy must be switched KITCHEN LIGHTING SCHEDULE High High Efficacy Efficacy Other (Yes/No) Watts Quantity Watts Watts X = or X = or X = or X = or X = or Total A= B= Complies if A >= B Yes No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130(c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory -installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturer0s catalogs based on independent testing lab reports Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 1. Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter controlling - 15 watts per linear foot of the track; or 3. For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory -installed label Other Lighting - Section 130(c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. HVAC SIZING HVAC Page 12 Project Title ........... CASA SIERRA VISTA Date..03/01/07 08:24:08 P t Addro******* �ec ress........ CASA SIERRA VISTA PARADISE, CA *v7.10* Documentation Author... ROBERT A. MANGRUM ******* I Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 I Field Check/ Date Climate Zone........... 11 l Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. •MICROPAS7 v7.10 File -KETTLES Wth-CTZ11S05 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run -KETTLES TITLE 24 2197 GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2452 sf 21534 cf Front Facing 90 deg PARADISE 39.8 degrees 25 F 70 F 98 F 75 F 34 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY Heating (Btu/hr) Opaque Conduction and Solar...... 18475 Glazing Conduction and Solar..... 6246 Infiltration ..................... 10568 Internal Gain .................... n/a Ducts ............................ 8133 Sensible Load .................... 43421 Latent Load ...................... n/a (E) Cooling (Btu/hr) 7660 10365 3268 2520 5526 29338 5621 Minimum Total Load 43421 34960 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. ; 530477-3979 FAX VARADISE Title 24 Residential Ttle- 24 Commet'cial - = -Uc' 11510627-- - - - TITLE 24 SUMMARY JOB NAME: S A H.E.R.S. VERIFICATION REQUIRED YES. NO INSULATION: ATTIC WALL FLOOR = rz - !9 SLAB.. FENESTRATION:. ). x v1 &" vt NYL «U99 VALUE SHGC = 0� 3Z / o. 01615.1 o .Ys SHADING = HVAC SYSTEM: SQUARE FOOTAGE HEATING btu's = � HSPF AFUE: 80 . COOLING btu's = 3 -11960 SEER: ✓� yVATER'HEATING SYSTEM: GAL. STORAGE GAS = 45o ENERGY FACTOR = . &2 GAS INSTANT = , RADIANT ROOF: / YES: NO: HOUSE WRAP: XES • NO: �5 1 JIM PURSELL, P.E. 2360 BALDWIN AVE. CALIFORNIA LIC. 60924 OROVILLE, CA 95966 WASHINGTON LIc. 381 21 PH. (530) 533-21 31 FAX (530) 534-0902 February 13, 2007 Butte County �� �� Development Services Dept. BUTTE ���� Building Division �111L®`� � 7 County Center Dr. DIVISION' Oroville, CA 95965 — 'APPRovED �C/67 RE: Truss Design, Residence in Casa del Rey Subdivision APN 41-620-059, Owner/Builder: Chris Kettle Dear Sirs: I have reviewed the truss designs for this project. They have been.checked for conformance with the lateral design of the structure. There are no trusses receiving substantial drag loads in the structure as designed. My review also includes identifying and locating loads in excess of 3000 pounds. Structural and foundation elements have been revised to reflect a maximum soil bearing pressure of 2700 pounds per square foot in accordance with recommendations made in the geotechnical investigation by Raney Geotechnical, Job No. 011-786. Pertinent portions of the report are attached hereto. Thank you for your consideration. Sincerely, 50924 a /T,.m rsell, P.E. :;� a0 6092 y l�31/� q= 14.5 psf @ 75 mph I= 1 Soil Bearing Lateral Sliding Lateral Bearing 2700 psf (DL + LL) Coeff.=0.30 250 psUft. per Soils Report by: Jim Pursell Civil Engineer - RCE 60924 Date: 1 -Feb -07 Job Number: 107-01-04 Job Name: Kettle Residence Assessor Parcel No.: 041-620-059 Location: Casa del Rey Subd. Analysis: 2001 CBC Owner/Contractor: Chris Kettle Dead Loads Live Loads Roof: Comp Shingle 6.0 1/2" O.S.B. 1.5 Framing . 5.0 Insulation 1.0 1/2" Gypsum 2.5 16.0 psf. 16 psf. Wall: Stucco 10.0 3/8"O.S.B. 1.5 Framing 2.5 1/2" Gypsum 2.5 Insulation 1.0 18.0 psf. Floor: Flooring 4.0 3/4" plywood 3.5 Insulation 1.0 I joists 2.0 1/2" Gypsum 1.5 12.0 psf. 40 psf. Lateral Loads Wind: P=C,CggI where Exposure B - Ce 0.62 @ 15 feet Cq 0.3" in/0.9 out windward roof 0.67 @ 20 feet 0.7 out leeward roof 0.72 @ 25 feet 0.8 in windward wall 0.76 @ 30 feet 0.5 out leeward wall Seismic: V=2.5C,IW/1.4R where Ce 0.36 I= 1 R= 5.5/4.5 a0 6092 y l�31/� q= 14.5 psf @ 75 mph I= 1 Soil Bearing Lateral Sliding Lateral Bearing 2700 psf (DL + LL) Coeff.=0.30 250 psUft. per Soils Report by: /ate FLo Jo,, aVF GR�� �.IZc�fv\, S!- 911 -?- s) AA// - AIF- 3 ?9:>e2— off= 1z I �- c-LG�ur�M 2yF -Vz� = gosl'-ro) = Yq, 7 F<r, P7. 5iZ-1- �-� 3.S7 l=am'' i l •vG ' l� �� ��� -57 f UNG oK i cmc y /A)/ - tet, w A, A-r-r,�3k, I R, �Z- ��rv�G R,=�z= = : /zzy i /?7zz S P A I\1 1`7 ,N b io v l i..P)4-1 CH &DL.'j 5 �, P 7'—SNS—(A/b .3 T' {- fa—'\5-Aa IL -Tcj of y 1<G D l< ' Cjp `'r RoSTs Keftle Page 5 Column Calculations for 14' Posts (a) Deck: Note: The heaviest load is 3024 lbs. Slenderness Ratio- Stud: 46 #2 D. F. Lei (ft.) = 14.00 Ke = 1.0 d1 (in.) = 5.50 Le2 (ft.) = 14.00 d2 (in.) = 3.50 Lei (Ke) = 14.00 ft. Lei/di = 31 < 50 OK ' Le2/d2 = 48 < 75 OK (during construction) Column Stability Factor: Cp = (1+Fce/F'c)/2c) - (((1+Fce/F'c)/2c)^2 - (Fce/F'c)/c)^1/2 #2 D.F.pPost or stud: b = d2 = 3.50 h = d1 = 5.50 Fc = 1350 psi F'c = Fc'CD*CM•Ct'CF'Ci'Cp CD = 1.00 CM = 1.00 F'c = 1755 ' psi CF= 1.30 Ct = 1.00 Ci = 1.00 Fce = Ke*E/(Lei/di )^2 Kce = 0.30 (visually graded lumber) Fce = 514 psi E = 1.60 X 10^6 Fce/F'c = 0.29 C = 0.8 (sawn lumber) Cp = (1+Fce/F'c)/2c) - (((1+Fce/F'c)/2c)^2 - (Fce/F'c)/C)^1/2 = 0.27 Therefore, F'c = 479 psi Actual Compression Stress: fc = Load / Area Load = 3024 Ib. fc = 157 psi Area = b*h = 19.25 sq.in. fc < F'c 157 < 479 OK! 4x6 #2 D.F. OK in compression. �S/zf- c.lo� lZ- � ls c ii s9 \i-' (g 74 A M/,vow /'7-;'q/ru/NG 1,1A4,—,' NQ /' A,-- -Sraa,O �XS G/Aa /3 JtNG Sri,` W «L GoVaJZV /CV, 3v � zip V = �y ��- ��� (z) 3.57. s� _ 3 z �S/zf- c.lo� lZ- � ls c ii s9 \i-' (g 74 A M/,vow /'7-;'q/ru/NG 1,1A4,—,' NQ r MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-213.1 CANTILEVERED RETAINING WALL DESIGN CMU footing r S -;-ZEN 0A1L. FvuNJbAT ( 0.x•.1 WALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. _ SLIDING CHECK - Ftg/Soil Friction = Soil to Neglect = Lateral Pressure = Passive Pressure = - Friction = Add' 1 Force Required = SUMMARY Pressure @ Toe = Pressure @ Heel _ Allowable Press. _ Ecc. of resultant = Max. Shear @ Toe = Max. Shear @ Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding _ Origin of Force... Active Soil Press. _ Soil over Heel Soil over Toe = Sloped Soil @ Heel Adjacent Ftg. Load = Surcharge Over Heel = Surcharge over Toe = Axial Load on Wall = Load @ Proj . Wall = Averaged Stem Wts. _ Added Lateral Load = Footing Weight = Key Weight = Vertical Component . of Active Pressure = VERTICAL LOADS 2.83 ft Axial DL on Stem = 0.50 ft Axial DL on Stem = 0.58 ft ....Eccentricity = 0.67 ft Surcharge over Toe = 1.25 ft Surcharge over Heel = 18.00 in 0.00 in 0.00 in SOIL DATA - 0.00 ft Allowable Bearing Active Lateral 0.30 .....Max Press. _ 0.00 in .....Slope Press. _ 375 # Backfill Slope = 281 # Passive Press. _ 313 # Soil Density = 0.0 # Soil Ht over Toe = 1834.4 psf Soil Press. Mult. Toe 600.9 psf By ACI Eq 9-1 = 2742 2700 psf Mu -Upward = 413 . 1.27 in Mu -Downward = 53 20.01 psi Mu -Design = 360 0.00 psi One -Way Shear: 0.00 85.00 psi Actual = 20.0 0.00 ft Allowable = 85.0 1.68 :1 Cover over Rebar = 15.00 1.58:1 0.00 'd' = 3.00 0.00 0.0 Ru='Mu/bd"2 = 44.5 0 510.0 SUMMARY OF FORCES & MOMENTS 463.8 Overturning Moments 0.00 # 0 ft ft-# Date: 02/09/07 Page: 0.0 :1 Vert. Position of Ftg. 250.0 pcf ...Above/Below: [+/-] 110.0 pcf Spread Footing 0.00 in - FOOTING DESIGN Heel f'c 898 ppsf 0 ft-# Kin. As Percent 0 ft-# Omit SP Under Heel 0 ft-# Toe # 4 @ 44.61 0.0 psi # 5 @ 48.00 85.0 psi # 6 @ 48.00 15.00 in # 7 @ 48.00 3.00 in # 8 @ 48.00 . 0.0 psi # 9 @ 48.00 Heel - 47.62 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c Resisting Moments # ft ft-= 375.0 1.44 LATERAL LOADS 0 0 510 plf Lateral Load Acting on 0.0 # 480 plf Stem Above Soil = 0.00 psf 0.00 in Add'1 Lateral Load = 0.00 pplf 0.0 psf Dist to Load Start = 0.00 ft 0.0 psf Dist to Load End = 0.00 ft 0.0 :1 Vert. Position of Ftg. 250.0 pcf ...Above/Below: [+/-] 110.0 pcf Spread Footing 0.00 in - FOOTING DESIGN Heel f'c 898 ppsf 0 ft-# Kin. As Percent 0 ft-# Omit SP Under Heel 0 ft-# Toe # 4 @ 44.61 0.0 psi # 5 @ 48.00 85.0 psi # 6 @ 48.00 15.00 in # 7 @ 48.00 3.00 in # 8 @ 48.00 . 0.0 psi # 9 @ 48.00 Heel - 47.62 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c Resisting Moments # ft ft-= 375.0 1.44 ADJACENT FOOTING 0 0 2700 psf Vertical Load = 0.0 # 40.0 pcf Load Eccentricity = 0.00 in 0.0 pcf Footing Width = 0.00 ft 0.0 pcf Ftg. CL to Wall = 0.00 ft 0.0 :1 Vert. Position of Ftg. 250.0 pcf ...Above/Below: [+/-] 110.0 pcf Spread Footing 0.00 in - FOOTING DESIGN Heel f'c 898 ppsf 0 ft-# Kin. As Percent 0 ft-# Omit SP Under Heel 0 ft-# Toe # 4 @ 44.61 0.0 psi # 5 @ 48.00 85.0 psi # 6 @ 48.00 15.00 in # 7 @ 48.00 3.00 in # 8 @ 48.00 . 0.0 psi # 9 @ 48.00 Heel - 47.62 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c Resisting Moments # ft ft-= 375.0 1.44 541.2 0 0 0 0 0 0 1.0 1.25 1.3 -45.0 0.50 -22.5 0.0 0.00 0.0 0 0 .0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0 0 0 510.0 0.91 463.8 0.0 0.00 0.0 0 0 0 0 0 0 249.8 0.91 223.1 0.0 0.00 0.0 0 0 0 0 0 0 281.2 0.63 175.8 0 0 0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 Totals = 330.0 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 518.7 ft-# 1042.0 # 1042.0 # 0.0 ft No 2500 psi 40000 psi 0.0014 No 871.0 ft -1 871.0 ft-# (continued on next page....) V4.4P..1 16 1983-96 RNOMIr. MII31A.3L M()nNRY. KWW-060.1576 MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-2131 Date: 02/09/07 Page: S CANTILEVERED RETAINING WALL DESIGN CMU footing (.....continued) STEM 5014WY Top Stem: From 2.67 ft to Top of Wall 8 min Masonry w/ # 4 @ 48.00in, d= 3.75in f'm= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted, Special Insp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual = 0.0 <= 348.4ft-# Vactual = 0.01<= 38.73psi Interaction Value = 0.038 Second Stem From 2.00ft to 2.67ft 8.00in Masonry w/ # 4 @ 48.00in, d= 3.75in f, m= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted,, Special Insp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual = 3.8 <= 348.4ft-# Vactual = 0.15 <= 38.73psi Interaction Value = 0.051 Third Stem From 1.33ft to 2.00ft - 8.00in Masonry w/ # 4 @ 48.00in, d= 3.75in f'm= 1500.0psi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted, , Special Inspp. Wall Wt.= 75.00psf, Bar Rmbed= 12.Oin Mactial = .22.5 <= 348.4ft-# Vactual = 0.49 <= 38.73psl. Interaction Value = 0.106 Fourth Stem From 0.67ft to 1.33ft S.ODin Masonry w/ # 4 @ 48.00in, d= 3.75in f,m=.1500.0psi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted„Special Inspp. Wall Wt.= 75.00psf, Bar Embed= 12.Oin Mactual = 67.2 <= 348.4ft-# Vactual = 1.02 <= 38.73psi Interaction Value = 0.237 Bottom Stem From O.00ft to 0.67ft 8.00in Masonryw/ # 4 @ 48.00in, d= 3.75in f'm= 1500.Opsi, Fs= 24000.Opsi LDF= 1.00, n= 25.78 Solid Grouted,,Special Inspp. Wall Wt.= 75.00psf, Bar Embed= 6.Oin Mactual = 151.1 <= 348.4ft-# Vactual = 1.76 <= 38.73psi Interaction Value 0.480 Lateral Analysis Kettle Wall CA. at Main Floor Importance Factor I = 1 Wall.AO at Under Floor Page 17 0 Seismic Roof Weight: Pitch = Rise:Run Pitch Factor 6 : 12 = 1.12 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(lb) 1.12 x 1143 x 16 = 20447 Ext. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 160 x 18 = 2880 Int. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 310 x 10 = 3100 Soffit Stucco: (Area)x(Wt.(psf)) = Wt.(Ib) 200 x 10 = 2000 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 28427 Base Shear (lb) V=(2.5xCaxlxW)/(1.4xR)= 3323 Importance Factor I = 1 Wall: Wind Leeward q I P Roof: Windward Leeward q I P P(25)= (Coef.) (Coef.x A + Coef. x A) (@75) 1 = (Ibs) P(30)= 0.76 0.3 0 0.7 0 14.5 1 = 0 P(25)= 0.72 0.3 0 0.7 0 14.5 1 = 0 P(20)= 0.67 0.3 0 0.7 0 14.5 1 = 0 -P(15)= 0.62 0.3 0 0.7 0 14.5 1 = 0 Wall: Windward Leeward q 1 P (Coef:) (Coef.x A + Coef. x A) (@75) (Ibs) P(25)= 0.72.0.8 0 0.5 0 14.5 1 = 0 P(20)= 0.67 0.8 0 0.5 0 14.5 1 = 0 P(15)= 0.62 0.8 0 0.5 0 14.5 1 = 0 Seismic GOVERNS P = 0 Wall.AO at Under Floor Page 17 0 Seismic Roof Weight: Pitch = Rise:Run Pitch Factor 6 : 12 = 1.12 (Pitch factor)x(Area)x(Wt.(psf)) = Wt.(lb) 1.12 x 1143 x 16 = 20447 Ext. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 160 x 18 = 2880 Int. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 310 x 10 = 3100 Soffit Stucco: (Area)x(Wt.(psf)) = Wt.(Ib) 200 x 10 = 2000 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 28427 Base Shear (lb) V=(2.5xCaxlxW)/(1.4xR)= 3323 Importance Factor I = 1 Wall: Windward Leeward q I P Int. Wall Wt: (Coef.) (Coef.x A' + Coef. x A) (@75) Floor Weight: (Ibs) P(25)= 0.72 0.8 0 0.5 0 14.5 1 = 0' P(20)= 0.67 0.8 0 0.5 0 14.5 1 = 0 P(1.5)= 0.62 0.8 0 0.5 0 14.5 1 = 0 P = 0 P (Total) = 0 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 27784 Seismic GOVERNS Base Shear (lb) V = (2.5 x Ca x I x W)/(1.4 x R)= 3247 Total Base Shear (lb) =,6570 Seismic Ext. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 380 x 18 = 6840 Int. Wall Wt: (Area)x(Wt.(psf)) = Wt.(Ib) 740 x 10 = 7400 Floor Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 820 x 12 = 9840 Deck Weight: (Area)x(Wt.(psf)) = Wt.(Ib) 463 x 8 = 3704 P (Total) = 0 Ca = 0.36 Total Wt.(Ib) R = 5.5 W = 27784 Seismic GOVERNS Base Shear (lb) V = (2.5 x Ca x I x W)/(1.4 x R)= 3247 Total Base Shear (lb) =,6570 l A -7o7-- P PL -Q7- L- p33?3 �t ACs l = a(/�'�LL- O(A P }�G M 5kls ,, 7zs sx� / Pry 7sz.z ,�-,•� P % tj_p 3- /ms'sCE3 o.0 ,'�� ; l�`r2 /b CG.ocJl �,�-� = .ST,ec--c.�u•� /3 Ww��P� ��� s�Z�crc-� R A Mlvl,)afZ -S AAP 7CS k/A i J,3 (,fr W / Lt— 5C1 F,F/� . . '. fey -Act Si 6 zz�/. s7�^� �s �y��0 i•,� 71c)� 1 (7.33yZyo_ /6 M Jct l 5 2 Cl -M+�v7 c c- O. C. /LAx s A Ac-miC c a 4' REINF, CONC. SLAB r--20' SPLICE #4's @ 24'f I#4 DOWELS O.C. GRID @ 24' O.C. RETAINING WALL FOUNDATION Com? GARAGE #4's @ 16' O.C. HORZ, GQJ Q�•Fti�'� 8' i AX. OMIT MORTER BETWEEN BLOCKS @ 1st COURSE ONLY (FOR DRAINAGE) #4's CONT. TYPICAL 8' CMU STEM WALL #5's @ 8' O.C. VERT. NOTE, IF MASSIVE ROCK IS 2 ENCOUNTERED WHILE EXCAVATING FOOTING, VERTICAL REBAR MAY NOTES: BE DRILLED AND EPDXIED INT❑ Concrete=2500 psi @ 28 days (minimum) THE ROCK @ 6' MIN. EMBEDMENT. Reinforcing Steei=Grade 4,0 '(4,0;000 psi) JIM PURSELL DATE: PROJECT CHRIS KETTLE Civil Engineer, R.C.E. 60924 NO SCALE Casa del Rey Subd. 5 Modrone Avenue, Suite B, Oroville, CA 95966 n MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-2131 RESTRAINED RETAINING WALL DESIGN Kettle 8' WALL DATA - Retained Soil Ht. _ Ht. Above Top Support = Dist: Ftg. To Top Support = Total Wall Height = Fixity @ Base of Wall = VERTICAL LOADS - Axial DL on Stem = Axial LL on Stem = ....Eccentricity = Surcharge over Toe = Surcharge over Heel • _ LATERAL I= - Lateral Load Acting on Stem above soil = Add' 1 Lateral Load = ....Top Ftg to load start = ....Top Ftg to load start SLIDING CM @ BASE Ftg/Soil Friction = Soil to Neglect = Factor of Safety = Lateral Pressure = - Passive Pressure = - Friction Pressure = Addn' 1 Force Req'd STEM DESIGN DATA Stem Material Em = f'm t n : Modular Ratio = Allowable Fa = Nominal Wall Thick. _ f'm Fs _ Load Duration Factor = No Inspection Required Grout All Cells Use Medium Weight Block FOOTING DATA 8.00 ft Footing Thickness = Toe Width = 0.11 ft Reel Width = 8.16 ft Total Footing Width = 8.33 ft Passive Lateral = 0 Key Depth = Key Width = 322.0 plf Key Dist. to Toe = 160.0 plf 0.00 in Pressure N Toe = 0.0 psf Pressure @ Heel = 50.0 psf Allowable Press. _ Sliding F.O.S. _ 0.0 psf Restraint Force Req'd 0.0 pplf at Top of Wall = 0.00 ft Additional Restraint 0.00 ft Req'd at Bottom = Date: 02/09/07 SOIL DATA 12.00 in Allow. Soil Bearing - 0.67 ft Active Fluid Press = 0.67 ft Design Fluid Press = 1.34 ft Backfill Slope = 250.0 psf 22.00 in Soil Density = 8.00 in Soil Ht Over Toe = 0.67 ft SUMMARY 2475.7 psf Ecc. of Resultant = 0.0 psf Kern Distance = 2700.0 psf Footing One -Way Shear: 1.51 :1 @ Toe = @ Heel = Allowable Shear 367.2 # Footing Overturning Stability Ratio = 0.0 # - FOOTING DESIGN Heel PC 0 psf 0 ft-# Min. Asteel W 0 ft-# -0 ft-# Page: 2700 psf 30 pcf 30.00 pcf 0.00 :1 110.0 pcf 0.00 in 3.30 in 2.68 in 0.00 psi 0.00 psi 85.0 psi 1.70 :1 2500 psi 40000 psi 0.0014 % Rebar Choices Toe Heel 440.2 # Soil Press. Mult. Toe 0.300 by ACI 9-1 = 3547 0.00 in Mu - Upward = 646 1.51 :1 Mu - Downward = 47 955.5 # Mu - Design = 599 1003.5 # One -Way Shear: 24.60 Date: 02/09/07 SOIL DATA 12.00 in Allow. Soil Bearing - 0.67 ft Active Fluid Press = 0.67 ft Design Fluid Press = 1.34 ft Backfill Slope = 250.0 psf 22.00 in Soil Density = 8.00 in Soil Ht Over Toe = 0.67 ft SUMMARY 2475.7 psf Ecc. of Resultant = 0.0 psf Kern Distance = 2700.0 psf Footing One -Way Shear: 1.51 :1 @ Toe = @ Heel = Allowable Shear 367.2 # Footing Overturning Stability Ratio = 0.0 # - FOOTING DESIGN Heel PC 0 psf 0 ft-# Min. Asteel W 0 ft-# -0 ft-# Page: 2700 psf 30 pcf 30.00 pcf 0.00 :1 110.0 pcf 0.00 in 3.30 in 2.68 in 0.00 psi 0.00 psi 85.0 psi 1.70 :1 2500 psi 40000 psi 0.0014 % Rebar Choices Toe Heel 440.2 # Actual = 0.0 0.0 psi #4 @ 15.87 15.87 in 0.0 # Allow+.85 = 85.0 85.0 psi #5 @ 24.60 24.60 in Cover over Rebar = 3.00 3.00 in #6 @ 34.92 34.92 in Ru = Mu/bd2 = 8 0 psi 91 @ 47.62 47.62 in As Req'd = 0.15 0.15 int #8 @ 48.00 48.00 in #9 @ 48.00 48.00 in STEM SECTION DESIGNS Masonry NOTE ! ! Maximum Moment Occurs at 3.50 ft above Top of Footing 750 Top .8 Ht .6 Ht .4 Ht .2 Ht Bottom 25.78 OK OK OK OK OK OK 146.3 Dist. above Ftg 8.00 6.00 4.67 3.26 1.33 0.50 ft 8.00 in Bar Size 5.00 5.00 5.00 5.00 5.00 5.00 1500 psi . Rebar Spacing 8gg.0 8.0 8gg.0 8gg.0 8gg.0 248g.0 in 2100000 psi Rebar 5d25 5d25 5d25 E5. d a Rebar Id,tion Dist. 55d.25 5,d.25 in Tension Face Front Front Front Front Front Front Moments: Actual 61 727 1022 1114 722 320 ft-# Allowable 1317 1317 1317 1317 1317 916 ft-# Shears: Actual - 4.0 3.1 1.7 0.4 4.3 6.3 # Allowable 27.4 27.4 27.4 27.4 27.4 27.4 # Wall Weight 78.00 78.00 78.00 78.00 78.00 78.00 psf Masonry Stem Data.... Interaction Value 0.084 0.602 0.834 0.911 0.625 0.431 Actual fa 5.6 7.3 8.4 9.6 11.3 12.0 psi Actual fb 5.6 136.6 192.1 209.3 135.6 86.3 psi V4.4C1 (c) 1983-96 BNBRCALC MICHAEL LOONEY, KW -0601576 MICHAEL MOONEY CIVIL ENGINEER RCE 20647 EXPIRES 9-30-05 5A MADRONE AVE OROVILLE, CA. 95966 530-533-2131 RESTRAINED RETAINING WALL DESIGN Kettle 81 QI.id Gro Support' 5 k 8.00" . 5 8.00" 5 . a # 50 8.00" N 50 24.00" HEEL (top) :'" 5 " O.C. ~ A TOE (bot) : & 54b " O.C. N 4 HORIZ. A$SHOWN 3.. �. 1 01 8"? 7/ 16" 1'- 4 W 16" Date: 02/09/01 Page: W AM Irl 1991-96 RNRRCAid'. MTCRART. WNW. KWW4901 SU GEOTECHNICAL MVESTIGATION CASA DEL REY SUBDIVISION Pentz Road Paradise, California RANEY GEOTECHNICAL JOB NO. 011-786 ■ Geotechnical 1 �'tfr N2S�� Casa Del Rey Subdivision Job No. 011-786 December 22, 1999 Page 6 . impervious floor coverings are planned and greater assurance against moisture problems is desired, consideration should be given .to use of a quality commercial concrete sealant. ELEVATED WOOD FLOORS Elevated wood floors may be supported upon isolated spread foundations achieving a minimum penetration of 18 inches below the building pad surface. Floor foundations should be at least ten inches square, or 12 inches in diameter. EROSION CONTROL The near surface soils are susceptible to erosion. All permanent slopes that are not in rock should be vegetated or otherwise protected from erosion. Concentrated surface runoff should not be allowed to flow over the slope faces. All slopes exceeding an: inclination of one on four should have positive surface gradients at the crown directing drainage away from the slopes. Roof drainage or any other drainage should not be discharged onto fill embankments or unpaved areas on the uphill side of the homes. Splash blocks/rocks should be provided at the discharge end of pipes to disperse flows. RETAINING WALLS Retaining walls which are free to yield and which support level backfill should be capable of resisting an active earth pressure equivalent to that exerted by a fluid weighing 40'pounds per cubic foot (pcf). The active earth pressure for backfills sloping at a configuration of one on two may be taken as equivalent to a fluid weighing 60 pcf. Exterior walls which are free -to yield should be drained to relieve potential hydrostatic pressure. Drainage of exterior walls may be accomplished by the use of weep holes. Weep holes should be at least three inches in diameter and spaced no further apart than six feet center to center. Weep holes should be placed no higher than 12 inches above the lower grade level. A filter medium should be installed at the rear of each weep hole opening. The filter may consist of either geotextile filter fabric, or one cubic foot of permeable materials conforming to the gradation of Table 1 and tied in a burlap sack. Retaiiiing'walks­hich are restrained against movement should be designed for'an at -rest earth pressure equivalent to that exerted by a fluid weighing 55 pcf in the case of level backfill, and 70 pcf for backfill sloping at a configuration of one on two. Retaining wall foundations may be designed in accordance with the foundation recommendations presented in this report. Casa Del Rey Subdivision Job No. 011-786 December 22, 1999 Page 5 extend epth Of 18. inches below combination of these materials. Foundations shouldde level owhiver minimum i slowerr. All foundations' the building pad or lowest surrounding finished gra , should have a minimum width of 12 inches. This minimum width aell as so sound wallspected to /fences sizing may of house foundations. Foundations for specially designhomes for be sized for maximum allowable bearing pressures of 1800 pounds per are foot foot dteadotal load, 2700 pounds per square foot for dead plus live load, or pound d wind forces. The weight of foundation concrete below grade including the effect of seismic an may be disregarded in sizing computations.: Foundation excavations should not be allowed to remain open mte oextended when cone epe is rior toc o concrete placement and should be clean and free of all loose and/or soft bearing materials should be in a firm, moist idewa condition.lls eFoundation excaanticipate that vations should be observed on trenches can be cut vertically with only minor sloughing of trench by our representative prior to concrete placement. Resistance to lateral forces may be computed using either friction0 r maye pressure, but not be utilized for design. h, except as recommended below. A coefficient of friction of Y Passive earth pressure may be considered equivalent to a fluid weighing 250 pounds per cubic foot. A combination of both friction and passive pressure'May be utilized tili rds provide the larger mode of and friction coefficient resistance is reduced by 50 percent. The recommended p Pe values have been modified by appropriate factors of safety and may be applied directly in design calculations. SLABS ON GRADE ee draining Living area floor slabs should be underlain by a minim Ora el should be graded such that 00 granular material to serve as a capillary moisture break g 7 percent passes a one inch sieve and none passes a No. 4sihetve. �-The gravel o two-inchesshould of e overs l�y � F a plastic membrane. The.membrane should be cover) f f Living area and garage slabs should be reinforced with 6"x6"/No.10/10 welded wire m, orNo. 3 ars -inch centers in each direction, or equivalent reinforcement. The reinforcement should be spaced on 18 chaired at or above the mid -depth of the slab. _ rn and complaints regarding slab moisture in the last few years. These There has been increased concefloor ttributed to a change to slab performance problems can generally be atory prior to the slab tfloor installation. and accelerated construction practices that do not allow o dry p Impervious floor coverings installed using water-based floor adhesives may blister, discolor, and debond due to moisture vapor condensation beneath the coverings. Care must be taken to ensure that the sub - slab gravel is placed to the minimum depth and that the vapor membrane is continuous beneath the entire extent of the slab. The membrane should overlap at least 12 inches and should be ut tight r tears ters. pewith 10 -mil polyethylene tape around all utility stands, penetrations and an punctures sesl gn Truss Take -off Design & Sales si stance Monte Call - 193 Camellia Dr - Paradise, CA 95969 (530) 811-4132 -Of f ice .(530) 811.4132 FAX TRUSS ENGINEERING Kettle Residence BUTTE COUNTY BUILDING DIVISION 4DVE - Truswal Systems (800) 322-4045 J J &M O 110 -N Ul 4 N) 0 L. L. L. L. L. C - Bl J Job Name: kettle06 Truss ID: Al - Qty: 2 Drwg: I ERG x -Loc REACT sizeREWD TC 2x4 DFL #1 1 3- 1-12 4159 3 . 1.84• BC 2x4 DFL #1 2 37-10- 4 1903 3.50• 1.50• FILL CHD 2x4 DFL #1 BED RRQDIRElmas shown are based OWNEB 2x4 DFL STANDARD on the truss material at each bearing 2x4 DFL #1 3-13 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 pSf DurFacs L=1.15 P=1.15 Drainage must be provided to avoid ponding. TC FORCE ARL sem CS1 Permanent bracing is required (by others) to OL- 1 28 0.00 0.03 0.04 prevent rotationitoppling. See BCS11-03 1-2 2064 0.17 0.24 0.41 and ANSUrPl1. 2-3 -2118 0.00 0.24 0.25 2x 4 web material vertical supports at 24" 3-4 -6138 0.17 0.56 0.73 o.c. (by others and typical). Attach with 4-5 -7380 0.14 0.60 0.74 1.53 min. plates at top.and bottom. 5-6 -7380 0.14 0.40 0.54 Continuous lateral bracing attached to flat 6-7 -7380 0.14 0.40 0.54 TC as Indicated. Lumber must be structural 7-8 -5892 0.09 0.36 0.45 grade. Brace @ 24" o.c. unless noted. 8-9 -3537 0.03 0.26 0.29 2-PLYI Nail w/10d BOX, staggered (per NDS) 9 -OR 28 0.00 0.03 0.04 In: TC -2 BC -2 WEBS- 2 -PER FOOTP' ++t+++..a+t♦+t+t++♦+++ BC FORCE ARL BM CS1 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAKI 10-11 -1750 0.01 0.15 0.15 Overhang Soffit loading = 0.0 pst 11 12 1630 0 01 0 15 0 15 +r+at+t+t+++.♦+a aar..+ 12-13 1790 0.14 0.14 0.28 13-14 6350 0.51 0.16 0.68 14-15 6036 0.49 0.08 0.57 15-16 6036 0.49 0.08 0.58 16-17 3085 0.25 0.08 0.33 17-18 3078 0.25 0.07 0.32 WEB FORCE CSI WEB FORCE CSI 2-11 -4014 0.24 6-14 -804 0.05 2-12 3364 0.74 7-14 1458 0.32 3-12 -1836 0.12 7-16 -971 0.06 3-13 4811 0.39 8-16 3012 0.66 4-13 -1471 0.09 8-17 123 0.03 4-14 1253 0.28 TYPICAL PLATE: 3-4 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. +t♦♦+a♦+t+++t++aa♦+.a+ Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multiply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). ++.+t♦+++♦+t+♦..a.+++r PLATING BASED ON GREEN LUMBER VALUES. Flat top chord has not been designed for drifting snow unless noted otherwise. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 23.8.3 28.0.0 TC 24.00" 5.10.15 23-8-3 TC 24.00" 28.0.0 32-0-0 UPLIFT REACTION(S): Support 1 -4631b Support 2 -206 lb HORIZONTAL REACTION(S): support 1 152 lb support 2 152 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 It, Bldg Width = 40.00 ft Mean roof height = 11.76 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Ptf L.Loc R.Plf R.Loc LL/TL TC Vert 62.00 -1.0.0 62.00 0.0- 0 0.65 TC Vert 124.00 0.0.0 146.00 21- 0.0 0.57 TC Vert 62.00 21-0-0 62.00 38-0.0 0.65 TC Vert 62.00 38.0.0 62.00 39-0.0 0.65 BC Vert 20.00 0-0-0 20.00 3.0.0 0.00 BC Vert 40.00 3.0.0 40.00 18-0.0 024 BC Vert 20.00 18-0-0 20.00 38-0-0 0.00 Type... WE X.Loc LL/TL TC Vert 685.0 0- 0.12 0.49 TC Vert 250.0 6- 0- 0 0.49 ,5.5 9-11-15 2-PLYS - 4 5 6 7 8 9 REQUIRED 6.00 26-M -0 00 250# 1.5-4 T 61 3-4 S=3.5-4 5.4-2 685# 4-6 5.9-14 3-4 2-8- 3-6 e 0-4-3 3-10 3-8 3-6 1.5-4 0-4 S=3.5.6 B2 3-0-0--J308 W:308 11:4159 11:1903 U:463 U:-206 1-0 1-0 38-" 10 11 12 13 1415 16 17 18 MAX DEFLECTION (span) : L/999 MEM 13.14 (LIVE) LC 29 L-- -028" D= -028" T= -0.57- MAX DEFLECTION (cant) : L/589 MEM 10.11 (LIVE) LC 29 L= 0.06" D= 0.03" T= 0.10" Joint Locations =- 1 0.0.0 10 0-0.0 2 3.1.12 11 3.1-12 3 5.8- 8 12 5-8- 8 3-6 13 12" 3-6 8-8 14 19.0.0 0-0 15 20.0.0 8-10 16 25-8-10 3-8 17 32.5.4 0-0 18 38.0.0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/13/2007 Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' ABCD and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 pSf DurFacs L=1.15 P=1.15 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord DESIGN ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ® and brace this truss In accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truswal software, 'BUILDING BC Dead 10.00 psf Design Spec UBC -97 'ANSVTPI 1'. N fCA 1' - Wood Truss Council of America Standard Design Responsibilities. COMPONENT SAFETY INFORMATION'- 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. , psf Job Name: kettle06 Truss ID: A2 I urw : Eng. Job: EJ. Chk: ABCD Dsgnr•' ABCD TC Live 20.00 psf D TC 2x4 DFL #1 Plating spec : ANSUTPI -1995 This design based on chord bracing applied BRG x -IAC REACT SIZE REO' BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: BC Live 0.00 psf 1 3- 1-12 1761 3.50• 1.50• 2 37-10- 2 1569 3.50• 1.67• FILL CHD 2x4 DFL #1 7- FILB 569sho MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. maxo.c. from to TC 24.00" 25-8.3 28.0-0 BEG R37-1RRt03NT3 are based 2x4 DFL STANDARD bearirlorainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. TC 24.00" 7-10.15 25.8- 3 on the trues material at each Continuous lateral bracing attached to flat 2x 4 web material vertical supports at 24" TC 24.00" 28.0.0 30- 0.0 TC as Indicated. Lumber must be structural O.C. (by others and typical). Attach with HORIZONTAL REACTIONS) : TC FORCE AxL BIID CSI Brace Q 24" o.c. unless noted. 1.5.3 min. plates at top and bottom. support 1 152 Ib OL- 1 28 0.00 0.06 0.07 grade. Left Overhang(s) are not to be removed. PLATING BASED ON GREEN LUMBER VALUES. support 2 152 lb 1-2 409 0.06 0.25 0.31 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI This truss is designed using the 2-3 -1663 0.02 0.25 0.27 Overhang Soffit loading = 0.0 psf UBC -97 Code. 3-4 -2758 0.14 0.37 0.51 Left Bldg Enclosed = Yes, Importance Factor =1.15 4- 5 5 -3336 0. a1 0.31 O. sa Truss Location End Zone 5- 5-7 -3336 0.21 0.28 0.4 9 HurricanefOcean Line = No, Exp Category = C -3336 0.21 0.32 0.53 Bldg Length = 90.00 ft, Bldg Width = 40.00 it 7-8 -3144 0.19 0.32 0.51 Mean roof height = 11.76 ft, mph = 80 e-9 -2533 0.08 0.23 0.32 UBC Essential Facility, Dead Load = 17.0 psf 9-10 -2725 0.07 0.18 0.25 BC FORCE AxL HND CSI 11-12 399 0.00 0.10 0.11 12-13 417 0.09 0.15 0.15 MAX DEFLECTION (span) 13-14 1437 0.15 0.20 0.35 U999 MEM (LIVE) 22 14-15 2810 0.45 0.09 0.54 = -0. 0. L= -0.20" D= -0.21" T= -0.41" 15-16 3178 0.52 0.08 0.60 MAX DEFLECTION (cant) : 16-17 3178 0.52 0.09 0.61 0 MEM 11.12 (LIVE) LC 22 17-18 2212 0.36 0.12 0.48 L= 0 L= .05" D= 0.03" T= 0.07" . 18-19 2394 0.39 0.12 0.51 19-20 2393 0.39 0.20 0.59 =Joint Locations = 1 0.0-0 11 0-1-1 NSB FORCE CSI NEB FORCE CSI 2 3.1-8 2-12 -1669 0.21 7-15 190 0.08 3 -8-8 3 13 7-8-8 2-13 1583 0.70 7-17 -469 0.12 3.3. 4 13.3.6 14 19-3-6 3-13 -497 0.13 8-17 1097 0.48 5 17-8.8 15 19.0.0 3-14 1595 0.70 8-18 238 0.10 6 19.0-0 16 20.0.0 4-14 -727 0.19 9-18 -193 0.07 _ 5 9-11-15 7 24-8-10 17 24-8-10 4-15 665 0.29 9-19 45 0.02 � ��� 1 2 3 4 5 6 7 8 9 10 8 30.3.8 18 30.3.8 6-15 -339 0.09 9 34.10- 4 19 34.10.4 6.00 22-" 6� 10 38-0.0 20 38-0.0 1.5.4 3.4 _ 5 T -4 S=3.5 4 3 4 T 5-4-2 3-6 3d 5-y ( QRFESS/0& 3 -12 3-0 3_10 SHIP Ex'. E�'F 1 3-8 3.5-4 3-4 0-4-31 4� 0-4-3 3.5.6 2 3.5.6 1.5 4 y� B1 S=3.5-6 Bra 3-0-0 W:308 _ . ' R:1761 R:1569 U: U' 'O 30989 1 1 P 3 1 2008 � 38.0-0 11 12 13 14 1916 17 18 1920' �TFOF CALV TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord directly attached, unless otherwise Eng. Job: EJ. Chk: ABCD Dsgnr•' ABCD TC Live 20.00 psf Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material TC Dead 11.00psf p ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate. handle, install BC Live 0.00 psf _ ® and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Troswat software, BCDead 10.00psf p 'ANSVrPI 1', WTCA I'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - 793 Camellia Dr., Paradise CA 95969 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 2/13/2007 Scale: 3/32" = 1' WO: kettleO6 DUrFaCS L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verifled.by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Truss ID: A3 Qty: 1 Drw : TC Live 20.00 psf _=- Joint Locations DESIGN REQ- D TC 2x4 DFL #1 Plating spec: ANSI/TPI -1995 This design based on chord bracing applied BEGx-LOC 1 0.0-0 11 3-1.12 RRACT SIZE 1.50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 1 2 37-10- 3- 1-12 4 1761 3.50• 1569 3.50" 1.67• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. maxo.c. from to TC 24.00" 9.10.15 28. 0- 0 BEG REQUIREMENTS shorn are based ONTHoaded for 10 PSF non -concurrent BCLL. at each beaririQontinuous lateral bracing attached to flat Drainage must be provided to avoid ponding. UPLIFT REACTION(S) : on the truss material TC as Indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 1 -216 Ib et, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th StreNW, Ste 800, Washington, DC 20036. psf grade. Brace @ 24" o.c. unless noted. HORIZONTAL REACTION(S): Support 2 -181 Ib TC FORCE AXL BND CSI Left Overhang(s) are not to be removed. support 1 -1281b This truss Is designed using the OL- 1 28 0.00 0.06 0.07 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI support 2 -128 lb UBC -97 Code. 1-2 419 0.07 0.12 0.19 Left Overhang Soffit loading = 0.0 psf 9 Bldg Enclosed = Yes, Importance Factor =1.15 2-3 3-4 -1195 -1807 0.01 0.12 0.13 0.03 0.16 0.19 -6.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C 4-5 -2460 0.11 0.41 0.52 3-4 Bldg Length = 90.00 ft, Bldg Width = 40.00 ft 5-6 -2644 0.13 0.41 0.54 Mean roof height= 11.73 ft, mph = 80 6-7 -2644 0.13 0.41 0.54 5-3-10 3.5-6 3-4 1 q .12 UBC Essential Facility, Dead Load = 17.0 psf 7-8 -2366 0.05 0.14 0.20 5-9.6 3-10 SHIP 1 QFOFESSI04/ 8-9 -2693 0.07 0.24 0.31 3-4 1.5-4 0 4-3 (vim®• �y�G� `�G1 BC FORCE AXL HND CSI 82 W:308 10-11 373 0.00 0.11 0.11 R:1569 N� 11-12 385 0.00 0.11 0.11 U:-181 ' 12-13 1107 0.11 0.20 0.30 1 1" MAX DEFLECTION 13-14 1565 0.17 0.24 0.40 17 18 19 Ispan) MEM15.16(LIVE)0. 22 L=. 14-15 2487 0.40 0.11 0.51 L= 0. 15-16 2487 0.40 0.12 0.52 DEFLECTION MAXE E TION a t): 16-17 2067 0.23 0.24 0.47 (cant) L19X MEM 10.11 (LIVE) LC 22 17-18 2342 0.38 0.11 0.49 L= 0. L= 0.03" D= 0.02" T= 0.05" 18-19 2344 0.38 0.11 0.49 WRB FORCE CSI WEB FORCE CSI 2-11 -1657 0.21 5-16 229 0.10 2-12 1403 0.62 6-16 -401 0.16 3-12 -893 0.14 7-16 708 0.31 3-13 687 0.30 7-17 329 0.13 4-13 -261 0.11 8-17 -332 0.15 4-14 1135 0.50 8-18 91 0.04 5-14 -538 0.21 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verifled.by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' ABCD Dsgnr' ABCD ' WO: kettle06 TC Live 20.00 psf _=- Joint Locations DESIGN Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf P R¢ Mbr Bnd 1.15 P ASSISTANCE 1 0.0-0 11 3-1.12 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 2 3-1-12 12 5-3-4 ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf P Design $ ec UBC -97 g P 3 5.3-4 13 9-8-8 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, TOTAL 41.00 4 9- 8- 8 14 15-10.4 et, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th StreNW, Ste 800, Washington, DC 20036. psf 5 15.10.4 15 20.0.0 6 22-1-12 16 22.1-12 9-10-15 9-10-15 7 28.3.8 17 28-3-8 1 2 3 4 5 6 7 8 9 8 32-8.12 18 32-8-12 F-6 r 6A0 18-0-0 -6.00 190 300-00_00 19 38- 0.0 5 3-4 T 3-4 3-4 T 5-3-10 3.5-6 3-4 1 q .12 5-9.6 3-10 SHIP 1 QFOFESSI04/ 04-3 3-4 2 3.5 4 S=3.5 6 8 3-4 1.5-4 0 4-3 (vim®• �y�G� `�G1 82 W:308 3-0-0 W 308 R:1761 R:1569 N� U:-216 U:-181 1 38-" 1 1" � 300089 10 11 12 13 14 15 16 17 18 19 ..p,. 1- Cg sr nne� ��P 9TF0�7 CA15 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verifled.by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' ABCD Dsgnr' ABCD ' WO: kettle06 TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf P R¢ Mbr Bnd 1.15 P ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf P Design $ ec UBC -97 g P 'ANSI/TPI 1',TCA V . Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. 1N 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 et, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th StreNW, Ste 800, Washington, DC 20036. psf Job Name: kettle06 Truss ID: A4 Qty: 1 Drw : Eng. Job: EJ. TC 2x4 DFL #1 Plating spec : ANSI/TPI .1995 This design Is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions This design based on chord bracing applied SIX x-LDc REACT SIZE REQ;D. _ C so• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF TC Live 20.00 psf per the following schedule: 1 2 37-10- 3- 1761 3.50• 1. 4 1569 3.50• 1.67• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. maxo.c. from to TC 24.00" 11-10-15 26.0.0 BEG RBOIIIREmRms shown are based ONEbbaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. UPLIFT REACTIONS) on the truss material at each bearir@ontinuous lateral bracing attached to flat TC indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. O.C.Spacing 2- 0-0 Support 1 -216 lb and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/rPl ', Council America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - as AXL END CSI grade. Brace Q 24" o.c. unless noted. HORIZONTAL REACTION(S): 793 Camellia Dr., Paradise CA 95969 Support 2 •181 Ib This truss Is designed using the TC OL- 1 FORCE 28 0.00 0.06 0.07 Left Overhangs) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI support 1 -131 Ib support 2 -131 Ib Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. UBC -97 Code. 1.15 1-2 423 0.07 0.12 0.19 Left Overhang Soffit loading = 0.0 psf Bldg Enclosed =Yes, Importance Factor = 2-3 3'-4 -1465 0.02 0.21 0.23 -1843 0.04 0.24 0.28 Truss Location =End Zone Hurricane/Ocean Line = No, Exp Category = C 4-5 -2059 0.08 0.25 0.32 Bldg Length= 90.00 it, Bldg Width =40.00it 5-6 -2177 0.09 0.25 0.34 Mean roof height = 12.23 ft, mph = 80 6-7 -2177 0.09 0.25 0.34 UBC Essential Facility, Dead Load = 17.0 psf 7-8 -2209 0.05 0.30 0.34 8-9 -2667 0.10 0.30 0.40 BC FORCE AIrL SND CSI 30-11 378 0.00 0.11 0.11 11-12 390 0.00 0.11 0.11 12-13 1328 0.13 0.18 0.31 MAX DEFLECTION (span) 13-14 1593 0.25 0.10 0.35 U999 MEM 15.16 (LIVE) LC 22 14-15 2074 0.33 0.06 0.40 15-16 2074 0.33 0.07 0.40 MAX DEFLECTION (cant) 16-17 1908 0.31 0.09 0.40 U999 MEM 10.11 (LIVE) LC 22 17-18 2311 0.38 0.09 0.46 L= 0.03' D= 0.01' T= 0.04 18-19 2314 0.38 0.11 0.48 Joint Locations WEB FORCE CSI WEB FORCB csI 1 0-0-0 11 3-1-72 2-11 -1665 0.21 5-16 184 0.08 2 3-1-12 12 6-3-4 2-12 1536 0.68 6-16 -315 0.18 3 6.3-4 13 11-8-8 3-12 -703 0.14 7-16 397 0.17 4 11.8-8 14 16.6-4 3-13 420 0.19 7-17 370 0.16 5 16.5-1 15 21.5.1 4-13 -112 0.07 8-17 -478 0.31 11-10-15 , 6 21.5-8 76 2 4-14 735 0.32 8-18 162 0.07 11_10,15 6.3- 7 17 21. -8 5-14 -450 0.26 1 2 3 4 5 6 7 8 9 8 31-8.12 18 31.8-12 31-8.1 14-" -0 00 U 30.0. U 19 38-0-0 6.00 - 5 3-4 5-4 5.8 T T 3 a I Q�OFESS/pM ' 6112 L3-4 5-:42 1SHIP 343.56 310 x 6- 1.5.4 0-4-3 a m Vis- �• 0.4-3 2 ��tt�� 3-4 3-4 3-8 3-4 S=3.5-4 B2 ViF3D8 3-0-0 R:1761 W:308 R:1569 89 U:-216 U:-181 Ei�P 3 008 1 r 10 11 . 12 38-" 13 14 15 16 17 18 19 1 IV sTgTF - Of CALIFO��\ 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 ® This design Is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Chk: ABCD Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacS L=1.15 P=1.15 DESIGN utilized on Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf Rep Mbr Bnd 1.15 ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any _ environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install BC Live 0.00 psf O.C.Spacing 2- 0-0 _ ® ' and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/rPl ', Council America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf P Design $ UBC -97 9 Spec . 793 Camellia Dr., Paradise CA 95969 1TCA V -Wood Truss of NY (SCSI 143) and'BCSI SUMMARY SHEETS' by MITCA and TPI. The Truss Plate Institute (TPQ is located at 583 D'Onofrio Drive. Madison,' TOTAL 41.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Job Name: kettle06 Truss ID: A5 Qty: 1 Drwg: BEGx-LOC REACT size RRQx4 'D TC 2DFL #1 Plating spec :ANSUTPI-1995 THIS DESIGN IS THE COMPOSITE RESULT OF 1 3- 1-12 1761 3.50 . 3.511• 1.50• BC 2.4 DFL #1 . WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. 2 37-10- 4 1569 .67- BRG REQDZRRMSNT9 shown are based ONUMaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. the truss material at each beariz@ontinuous lateral bracing attached to flat Drainage must be provided to avoid ponding. on 6 TC as Indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. TC FORCE AXL BND CS1 grade. Brace Q 24" o.c. unless noted. HORIZONTAL REACTION(S): OL- 1 28 0.00 0.06 0.07 Left Overhang(s)are not to be removed. support 1 -131 Ib 1-2 421 0.07 0.15 0.22 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 support 2 -131 Ib 2-3 -1645 0.02 0.32 0.34 Left Overhang Soffit loading = 0.0 psf 3-4 -1824 0.05 0.34 0.39 4-5 -1853 0.06 0.33 0.40 5-6 -1853 0.06 0.33 0.40 6-7 -2055 0.04 0.46 0.50 7-8 -2630 0.14 0.46 0.59 BC FORCE AxL BND CSI 9-10 386 0.00 0.11 0.11 10-11 398 0.00 0.16 0.16 11-12 1469 0.15 0.24 0.39 12-13 1554 0.17 0.24 0.41 13-14 1756 0.28 0.08 0.36 14-15 1756 0.19 0.22 0.41 15-16 2268 0.37 0.14 0.50 16-17 2271 0.37 0.16 0.53 WEB FORCE CSI WEB FORCE CSI 2-10 -1664 0.21 5-13 -360 0.29 2-11 1630 0.72 6-13 266 0.08 3-11 -559 0.14 6-15 444 0.19 3-12 203 0.09 7-15 -602 0.55 4-12 178 0.07 7-16 222 0.09 4-13 484 0.21 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 13-10.15 24-0-0 UPLIFT REACTION(S): Support 1 -2161b Support 2 -181 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 12.73 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf MAX DEFLECTION (span) : U999 MEM 14.15 (LIVE) LC 22 L= .0.09" D= .0.11" T= .020" MAX DEFLECTION (cant) : U999 MEM 9.10 (LIVE) LC 22 L= 0.03" D= 0.01" T= 0.03" = Joint Locations = 1 0.0.0 10 3.1-12 2 3.1-12 11 7.3-4 3 7-3-4 12 13-8-8 4 13- 8" 13 19.0.0 5 19-0'0 0 14 20.0.0 6 24- 3'8 15 24.3.8 7 30-8-12 16 30-8-12 838-0-0 17 38-0-0 9 0-0-0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' 13-10-15 Eng. Job: EJ. WO: kettle06 13-10-15 CHK: ARCD ' 1 2 3 4 5 6 7 8 DurFacs L=1.15 P=1.15 DESIGN 600 ASSISTANCE 10-0-0 TC Dead 11.00 sf P -6.00 . SC Live 0.00 psf O.C.Spacing 2- 0- 0 5 ,..� BC Dead 10.00 psf - p Design Spec UBC -97 g p T 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The Amedran Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 3-4 3-4 7-3-10 6 -12 7-9-0 3.5-0 SHIP 3-4 3 70 1 0-4-3 3.5-0 3-4 3-8 3-4 1.5-4 0-4-3 1 2 61 S=3.5-4 B2 3-" W:308 W:308 R:1569 R:1761 U:-216 U:-181 1 1 38-0-0 9 10 11 12 1314 75 16 17 MAX DEFLECTION (span) : U999 MEM 14.15 (LIVE) LC 22 L= .0.09" D= .0.11" T= .020" MAX DEFLECTION (cant) : U999 MEM 9.10 (LIVE) LC 22 L= 0.03" D= 0.01" T= 0.03" = Joint Locations = 1 0.0.0 10 3.1-12 2 3.1-12 11 7.3-4 3 7-3-4 12 13-8-8 4 13- 8" 13 19.0.0 5 19-0'0 0 14 20.0.0 6 24- 3'8 15 24.3.8 7 30-8-12 16 30-8-12 838-0-0 17 38-0-0 9 0-0-0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer CHK: ARCD ' ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr'' ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord directly otherwise ASSISTANCE Is laterelly braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material attached, unless Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 sf P Re Mbr Bnd 1.15 P • noted. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install SC Live 0.00 psf O.C.Spacing 2- 0- 0 ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf - p Design Spec UBC -97 g p 'ANSVTPI 1','WrCA V - Wood Truss Council of America Standard Design Responslbllities,'BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The Amedran Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC Job Name: kettle06 I Truss ID: A6 Qty: 1 Drw : BRO x -Loc REACT SIZE REQ •D TC 2x4 DFL #1 #1 ® Web bracing required at each location shown. See standard details (TX01087001.001 rev1). This design based on chord bracing applied per the following schedule: 1 3- 1-12 1761 3.50• 1.50• BC 2x4 DFL 3.50• 1.67• WEB 2x4 DFL STANDARD PWtingspec:ANSI/TPI-1995 maxo.c. from to 2 37-10- 4 1569 ERG REQBIRMONTS shoma are based ONUTLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 15-10-15 22-0.0 on the trues material at each bearimboaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S): Support 1 .216 Ib DurFacs L=1.15 P=1.15 Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. ASSISTANCE is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless Bracing is for, lateral support of components members only to reduce buckling length. This component shall not be placed In any TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 2 -181 lb TC FORCE AEL END CSI grade. Brace @ 24" o.c. unless noted. HORIZONTAL REACTIONS) This truss designed using the OL- 1 1-2 28 0.00 0.06 0.07 414 0.06 0.20 0.27 Left Overhang(s) are not to be removed. support 1 -131 ib UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 2-3 -1766 0.02 0.43 0.45 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.1 support 2 -131 Ib Truss Location = End Zone 3-4 -1773 0.06 0.41 0.47 Left Overhang Soffit loading = 0.0 psf Seqn T6.5.2 - 0 . Hurricane/Ocean Line = No. Exp Category = C 4-5 -1606 0.06 0.50 0.56 Bldg Length= 90.00 ft, Bldg Width =40.00ft 5-6 -1896 0.03 0.64 0.67 Mean roof height= 13.23 ft, mph = 80 6-7 -2585 0.18 0.70 0.88 UBC Essential Facility, Dead Load = 17.0 psf BC FORCE AXL END CSI 8-9 397 0.00 0.12 0.12 9-10 408 0.00 0.23 0.23 10-11 1556 0.16 0.34 0.50 11-12 1498 0.16 0.34 0.50 12-13 1498 0.16 0.30 0.47 MAX DEFLEC-15(LIE)LC 13-14 2218 0.36 0.23 0.59 L= MEM 14.15 (LIVE) LC 22 14-15 2222 0.36 0.24 0.60 L= -0.09" D= -0.14" T= -0.22" -0. MAX DEFLECTION (cant) : NEB FORCE CSI WEB FORCE CSI L/999MEM 8.9 (LIVE) 22 2-9 -1659 0.21 4-13 252 0.32 L= 0.03" D= 0.01" T= 0 0..033 " 2-10 1684 0.74 5-13 436 0.18 3-10 -440 0.14 6-13 -717 0.36 =-0-03-1.1Locations == 3-11 -133 0.16 6-14 279 0.11 1 0- 0- 0 9 3-1.12 1 4-11 294 0.12 2 3-1-12 10 8- 3-4 3 8-3-4 11 15.8-8 4 15-8-8 12 20-0-0 15-10-15 15-10-15 5 22-3-8 13 22-3-8 4 5 6 7 6 29-8-12 14 29.6-12 1 2 3 7 38- 0-0 15 38.0.0 6.00 6-0-0 1 -6.00 8 0.0-0 `r B1 3 n B2 A 0 W:308 W:308 R:1761 R:1569 U:-216 U:-181 1 1 36.0-0 � 8 9 10 11 12 13 14 15 �OQROFESS/we COD pv`�� .1189 . i-202008 sT�TFOr CAl1F���\P 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer Chit: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Osgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord otherwise ASSISTANCE is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless Bracing is for, lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf P Re Mbr Bnd 1.15 P noted. shown environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0-.0 �. ® and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf P Design $ eC UBC -97 9 P 'ANS, 1'. WTCA V. Wood Truss Council of America Standard Design Responslbililies,'BUILDING COMPONENT SAFETY INFORMATION' - 793 Camellia Dr., Paradise CA 95969 (BCSI "3) and 13CSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute ITPI) is located at 583 D'Onofrlo Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 . ' wisconsln 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. psf Job Name: kettle06 Truss ID: A7 Qty: 1 Drwg: BEG x -LOC REACT SIZEREp'D TC 2x4 DFL #1 1 3- 1-12 1761 3.50 . i. so• BC 2x4 DFL #1 2 37-10- 4 1569 3.50" 1.67• WEB 2x4 DFL STANDARD BRG REODIREMENTS shoran are based ONLbloaded for 10 PSF non -concurrent BCLL. on the truss material at each bearimM ATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S): TC FORCE AxL END CSI support1 -1311b OL- 1 28 0.00 0.06 0.07 support 2 431 lb 1-2 424 0.07 0.12 0.19 Left Overhang(s) are not to be removed. 2-3 -1488 0.02 0.24 0.26 OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.1 3-4 -1650 0.04 0.26 0.30 Left Overhang Soffit loading = 0.0 psf 4-5 -1724 0.02 0.35 0.38 5-6 -1621 0.02 0.35 0.38 6-7 -1424 0.04 0.10 0.14 7-8 -1664 0.03 0.32 0.35 8-9 -2041 0.04 0.32 0.36 . 9-10 -2168 0.04 0.33 0.38 10-11 -2668 0.10 0.30 0.40 BC FORCE AXL END CSI 12-13 377 0.00 0.10 0.11 13-14 386 0.00 0.12 0.12 14-15 1348 0.14 0.22 0.35 15-16 1567 0.17 0.22 0.39 16-17 1379 0.22 0.05 0.28 17-16 1379 0.22 0.07 0.29 18-19 1853 0.20 0.21 0.41 19-20 2312 0.38 0.10 0.47 20-21 2314 0.38 0.10 0.48 Plating Spec: ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 13.73 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 17-10.15 20-0.0 UPLIFT REACTION(S): Support 1 -216 lb Support 2 -181 Ib WEB FORCE CSI WEB FORCE CSI This design Is for an individual building Component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD . 2-13 -1669 0.21 6-18 229 0.23 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord directly otherwise 2-14 1553 0.69 7-18 465 0.20 17-10-15 BC Live 0.00 psf 17-10-1.5 ® 3-14 -685 0.14 8-18 -669 0.77 'ANSIITPI 1% WrCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 4 5 16 7 8 9 10 11 3-15 396 0.17 B-19 402 0.17 1 2 3 5-15 145 0.05 10-19 -516 0.39�� 0.07 7-=-9 1 -6.00 5-16 6-16 -325 0.37 324 0.14 10-20 176 6,Q 5-6 S=3.5-4 T T5 3-4 3� S=3.5-4 93-10 3-4 6 -1 3-4 9-9-6 SHIP 3.5.6 3-4 3-10 1 0-4-3 34 3-4 3-8 3-4 1.5-4 _ 0-4-3 2 s� S=3.5-4 B2 3t8 W:308 3-0-0W R:1761 R:1569 U:-216 U:-181 11" 38-0-0 12 13 14. 15 16 11F8 19 20 21 MAX DEFLECTION (span) : U999 MEM 19.20 (LIVE) LC 22 L= -0.09" D= -0.10" T= -0.19" MAX DEFLECTION (cant) : U999 MEM 12.13 (LIVE) LC 22 L= 0.03" D= 0.01" T= 0.04" Joint Locations = 1 0.0.0 12 0.0.0 2 3.1-12 13 3-1-12 3 6-4-5 14 6-4-5 4 11-0.14 15 12-2-3 5 12-2-3 16 17-8-8 6 17- 8- 8 17 20.0.0 7 20- 3.8 18 20.3.8 8 25-9-13 19 25.9.13 9 26-11-2 20 31-7-11 10 31-7-11 21 38.0.0 11 38.0-0 �?,0F ESS/p49 l cr`Z ��. �SJ�GFf FyG� All plates are 20 gauge Truswat Connectors unless preceded by "MX" for HS 20 gauge or "H" for 46 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" =1' iv ssas � Exr �L�a srA rvt TFa; cA��Fa. 2/13/2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an individual building Component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD . and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord directly otherwise ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigld sheathing material attached, unless Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 Sf P Re Mbr Bnd 1.15 P noted. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ® and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 'ANSIITPI 1% WrCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr., Paradise CA 95969 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 ' Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. _ psf Job Name: kettle06 Truss ID: A8 Qty: 3 Drwg: I BEG s -LOC REACT SIZEREQ' D TC 2x4 DFL #1 Web bracing required at each location shown. 1 3- 1-12 1867 3.50 . 1.62• BC 2x4 DFL #1 ® See standard details (TX01087001-001 revt). 2 37- 9- 7 1518 1.88- 1.62• WEB 2x4 DFL STANDARD Plating Spec: ANSI/TPI -1995 BEG REQDIRELtENTS shovra are based. ONrBLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF on the truss material at each bearizigDaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. 0.5e utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord PLATING BASED ON GREEN LUMBER VALUES. Permanent bracing is required (by others) to TC FORCE AEL BND CSI Left Overhang(s) are not to be removed. prevent rotationitoppling. See BCSI 1-03 OL- 1 28 0.00 0.07 0.07 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI and ANSUTPI 1. 1-2 407 0.06 0.19 0.25 Left Overhang Soffit loading = 0.0 psi -2524 2-3 386 0.06 0.26 0.33 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer 3-4 -1860 0.05 0.32 0.37 4-5 -1719 0.02 9.55 0.5e utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 5-6 -1917 0.03 0.55 0.59 3-4 6-7 -2050 0.04 0.50 0.54 10-3-15 SHIP 7-8 -2524 0.06 0.50 0.56 3d 8-9 -2670 0.07 0.37 0.44 3.4 9-10 -2810 0.07 0.42 0.50 3-4 BC FORCE AEL BND CSI 11-12 388 0.00 0.14 0.15 U:-167 12-13 1461 0.14 0.25 0.40 13-14 1732 0.18 0.40 0.58 12 13 14-15 1461 0.15 0.40 0.55 15-16 1461 0.15 0.39 0.54 16-17 1978 0.21 0.39 0.60 17-18 2435 0.40 0.20 0.60 WEB FORCE CSI WEB FORCE CSI 2-12 -209 0.03 6-14 450 0.19 3-12 -2218 0.93 6-16 783 0.35 3-13 422 0.19 7-16 -623 0.52 5-13 -344 0.17 7-17 564 0.25 5-14 -286 0.24 9-17 -331 0.08 UPLIFT REACTION(S): Support 1 -208 lb Support 2 -167 lb HORIZONTAL REACTION(S): support 1 -149 lb support 2 -149 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 14.01 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS ---- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 62.00 -1- 0- 0 62.00 0.0.0 0.65 TC Vert 62.00 0- 0.0 62.00 37-10.6 0.65 BC Vert 20.00 0- 0- 0 20.00 37-10.6 0.00 ...Type... lbs X.Loc LL/TL TC Vert 100.0 17-9-0 0.49 TC Vert 100.0 20.3.0 0.49 1 19-" 2 3 45 i 6 18-10-6 78 9 10 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer 6.00 100#� � 100# -6.00 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD 5.6 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf T3-4 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord S=3.5-4 T TC Dead 11.00 psf S=3.5-4 3-4 BC Live 0.00 psf 9-10-3 3_10 96.4 1.5.4 10-3-15 SHIP 1.5-4 'ANSlfrPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr., Paradise CA 95969 3d TOTAL 41.00 Seqn T6.5.2 - 0 56_ _ 1 0-4-3 3.4 3-4 S=3.5-4 3-4 0.5-0 B1 3-4 B2 3 0-0 W:308 R:1867 W:114 R:1518 U:-208 U:-167 11 37-10-6 r11 12 13 14 15 16 17 18 10-1-10 STUB MAX DEFLECTION (span) : U999 MEM 16.17 (LIVE) LC 22 L= -0.11" D= -0.14" T= -025' MAX DEFLECTION (cant) : 1-1999 MEM 11-12 (LIVE) LC 22 L= 0.03" D= 0.01" T= 0.03" Joint Locations = 1 0.0.0 10 37-10-6 2 3.1-12 11 0-0-0 3 6.8.5 12 3-1.12 4 11-11.11 13 7-11-2 5 12-10.3 14 15-3-11 6 19-0-0 15 20-0-0 7 25-1-13 16 22-8-5 8 26-0.5 17 30-0-14 9 31-3-11 18 37-10-6 Ail plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/13/2007 Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kenie06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD , ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components environment that will cause the moisture content of the wood to exceed 19% andfor rause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 'ANSlfrPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 11111 19th Street, NW, Ste 600, Washington, DC 20036. psf Job Name: kettle06 Truss ID: A8A Qty: 1 Drwg: BRG x -LOC REACT :1ZE REQ -D. TC 2X4 DFL #1 1 3- 1-12 1758 3.50• i. 50BC 2x4 DFL #1 37- 9- 7 1427 1.88• 1. s2^ WEB 2 2x4 DFL STANDARD BRG REQDiREmNTS shorn are based oNUILATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearidwaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. TC FORCE ASL BND CS1 Left Overhang(s) are not to be removed. OL- 1 28 0.00 0.06 0.07 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXI 1-2 424 0.07 0.13 0.19 Left Overhang Soffit loading = 0.0 psf 2-3-1510 0.02 0.25 0.27 3-4 -1844 0.04 0.27 0.31 4-5 -1721 0.02 0.37 0.40 5-6 -1597 0.02 0.37 0.39 6-7 -1388 0.02 0.10 0.12 7-8 -1621 0.02 0.34 0.37 �8-9 -1987 0.04 0.34 0.38 9-10 -2136 0.04 0.33 0.37 10-11 -2632 0.06 0.36 0.43 BC FORCE ASL BND CSI 12-13 376 0.00 0.10 0.11 13-14 387 0.00 0.13 0.13 14-15 1365 0.14 0.23 0.37 15-16 1580 0.17 0.23 0.40 16-17 1355 0.22 0.08 0.30 17-18 1826 0.20 0.23 0.43 18-19 2275 0.37 0.11 0.48 19-20 2278 0.37 0.14 0.51 NSB FORCE CSI WEB FORCE CSI 2-13 -1666 0.21 6-17 225 0.23 2-14 1563 0.69 7-17 466 0.20 3-14 -664 0.14 8-17 -683 0.33 3-15 366 0.16 8-18 408 0.17 5-15 153 0.05 10-18 -506 0.40 5-16 -350 0.17 10-19 175 0.07 6-16 333 0.14 t 9-5-14 L 0-4-3 Web bracing required at each location shown. ® See standard details (7X01087001-001 revt). Plating spec : ANSIrrPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 it, Bldg Width = 40.00 ft Mean roof height = 13.83 it mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 8-3- 18-1-13 1 2 3 4 5 7 89 10 11' 6.00 1 m 6.00 5.6 VMS R:1758 U:-217 UPLIFT REACTION(S): Support 1 -217 ib Support 2 -151 lb HORIZONTAL REACTION(S): support 1 -1311b support 2 -131 Ib t 9-11-10 SHIP 0-5-0 B2 W:114 R:1427 U:-151 101 37-10.6 1 12 13 14 15 16 17 18 19 20;0-1-10 STUB MAX DEFLECTION (span) : 1-1999 MEM 18.19 (LIVE) LC 22 L= -0.09" D= -0.11" T= -0.20" MAX DEFLECTION (cant) : U999 MEM 12.13 (LIVE) LC 22 L= 0.03" D= 0.01" T= 0.04" Joint Locations = 1 0.0.0 11 37-10-6 2 3-1-12 12 0-0-0 3 6-5-13 13 3-1-12 4 11-0-14 14 6.5.13 5 12-5.3 15 12-5-3 6 18.1-0 16 18-1-0 7 19.11-017 19.11-0 8 25.6.13 18 25.6-13 9 25.11-2 19 31.6-3 10 31.6-3 20 37-10-6 OQ�OFESSlp��l ' 3Cg89 � �i P -S Ota IVA �TATF�f cAvlr 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCEnoted. Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ' - - and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 _ Design Spec UBC -97 ' 'ANSIlTPI 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. - psf 793 Camellia Dr., Paradise CA 959.69 (BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 583 D'Onofdo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: A9 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. BEG x -LAC REACT SIZE RRQ' D TC 2x4 DFL #1 Plating spec : ANSl1TPI -1995 This design based on chord bracing applied 1 2- 1-12 1709 3.50• 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: Dsgnr: ABCD a 37- 9- 7 1467 1.88• 1.56• WEB 2x4 DFL STANDARD BRG REQDIREIENTS Showa are based ORr4lbaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. max o.c. from to PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 16.3- 7 21- 7- 6 on the truss material at each bearitContinuous lateral bracing attached to flat Drainage must be provided to avoid ponding. UPLIFT REACTION(S): DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 1 -211 Ib Rep Mbr Bnd 1.15 TC FORCE AaL BND CSI grade. Brace @ 24" o.c. unless noted. This truss Is designed using the Support 2 -157 Ib - ® OL- 1 28 0.00 0.06 0.07 Left Overhang(s) are not to be removed. UBC -97 Code. 'ANSFTPI 1', WrCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - 1-2 313 0.05 0.13 0.17 OVERHANGS) MAY BE SHORTENED UP TO 3" MAKI Bldg Enclosed = Yes, Importance Factor =1.15 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onohio Drive, Madison, TOTAL 41.00 2-3 -1855 0.03 0.21 0.24 Left Overhang Soffit loading = 0.0 psf Truss Location = End Zone psf Hurricane/Ocean Line = No, Exp Category = C 3-4 -2059 0.05 0.23 0.29 Bldg Length = 90.00 ft, Bldg Width = 40.00 ft 4-5 -1921 0.03 0.24 0.27 Mean roof height= 13.33 ft, mph = 80 5-6 1819 0.03 O.aa O.a7 UBC Essential Facility, Dead Load = 17.0 psf 6-7 -1640 0.06 0.48 0.52 7-8 -1861 0.03 0.26 0.29 8-9 -1885 0.03 0.23 0.26 9-10 -2320 0.07 0.22 0.29 , 10-11 -2737 0.07 0.35 0.42 - BC FORCE AEL HND CSI 12-13 336 0.00 0.11 0.11 MAX DEFLECTION spa 13-14 352 0.00 0.11 0.11 U999 MEM 19-20 (LIVE) LLC C 22 14-15 1674 0.27 0.09 0.36 L=-0.10" D=-0.11" T=-0.21" 15-16 1776 0.19 0.19 0.39 MAX DEFLECTION (cant): 16-17 1574 0.17 0.19 0.37 1./999 MEM 12.13 (LIVE) LC 22 17-18 1574 0.17 0.21 0.38 L= 0.02" D= 0.01" T= 0.03" 18-19 1997 0.33 0.11 0.44 19-20 2375 0.39 0.09 0.48 ations 20-21 2377 0.39 0.19 0.58 1 0-0-0Joi2 0-0.0 1 0- o- 0 12 0- o• o WEB FORCE CSI WEB FORCE CSI 2 2-1-12 13 2.1-12 2-13 -1619 0.20 6-18 200 0.28 3 5-9.13 14 5-9-13 2-14 1687 0.75 7-18 474 0.20 4 10.11-5 15 11-1-3 3-14 -494 0.09 9-18 -565 0.53 16-3-7 16-1-13 5 11.1-3 16 16-1-0 3-15 187 0.08 9-19 333 0.14 1 2 3 45 is i7 8 9 10 111 6 16.1-0 17 20-0-0 5-15 129 0.05 10-19 -426 0.27 7 21-11-0 18 21-11-0 5-16 -319 0.30 10-20 136 0.068 p t 5-3-0 6 p 25.11.2 19 26.10.13 6-16 390 0.16 6. 9 26-10-13 20 32-2-3 10 32-2-3 21 37-10.6 5 5 6 11 37-10-6 3-0 T 3-4 S=3.5.4 T S=3.5-4 8.5-14 3-4 7- 1-0 3 4 B -11 -SHIP OQR�=ESS/pyo` 3 .5-6 3-4 5-6 = �� 11 _ 0 43 3-0 3-4 S=3.5-0 3 4 1.5-4 0-5-0 rt 3 3-8 B2 1�c6 w:114 30989 2-0-0 R:1709 R:1467 U:-211 U:457 P. i- u3 11Q:P 37-10-6 12 13 14 15 16 17 18 19 20 21 11, R sT9�FQrr STUB CAUF��� r. 2/13/2007 d All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - ® and brace this truss In accordance with the following. standards: 'Joint and Cutting Detail Reports' available as output from Truswai software, BC Dead 10.00 psf P Design $ ec UBC -97 9 P 'ANSFTPI 1', WrCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - 793 Camellia Dr., Paradise CA 95969 793 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onohio Drive, Madison, TOTAL 41.00 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. psf lJob Name: kettle06 Truss ID: A10 Qty: 1 Urwg: I BROx-LOC REACT SIZE REQ•D TC 2x4 DFL #1 1 0- 1-12 1697 3.50• 1.81• BC 2x4 DFL #1 2 37- 9- 7 1550 1.8a• 1.65• WEB 2x4 DFL STANDARD BEG REQDIREmEMS shora are based ORtBroaded for 10 PSF non -concurrent BCLL. on the truss material at each bearir@ontinuous lateral bracing attached to flat TC as indicated. Lumber must be structural TC FORCE ARL BND CSI grade. Brace @ 24" o.c. unless noted. 1-2 -2881 0.17 0.50 0.67 2-3 -2288 0.05 0.49 0.54 3-4 -2124 0.09 0.28 0.36 4-5 -2124 0.09 0.28 0.36 5-6 -2284 0.05 0.46 0.52 6-7 -2857 0.15 0.43 0.58 BC FORCE AXL END CSI 8-9 2493 0.41 0.16 0.57 9-10 2490 0.41 0.14 0.55 10-11 1961 ,0.22 0.22 0.44 11-12 1958 0.32 0.07 0.39 12-13 1958 0.22 0.22 0.44 13-14 2466 0.40 0.11 0.52 14-15 2469 0.40 0.13 0.53 WEB FORCE CSI WEB FORCE CSI 2-9 232 0.09 5-11 277 0.12 2-10 -620 0.60 5-13 444 0.19 3-10 450 0.19 6-13 -595 0.58 3-11 268 0.12 6-14 223 0.09 4-11 -332 0.28 Plating Spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 12.83 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 14-3:7 23-7-8 UPLIFT REACTION(S). Support 1 -199 lb Support 2 -169 lb MAX DEFLECTION (span) : U999 MEM 11.12 (LIVE) LC 1 L= -0.13" D= -0.14" T= -027" All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: kettle06 ® This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - Joint Locations -- TC Live 20.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf p DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 g p DESIGN ASSISTANCE _ ® utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord . Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1%WrCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr_, Paradise CA 95969 • 1 0-0-0 9 7-5-8 TOTAL 41.00 psf Seqn T6.5.2 - 0 2 7-5-8 10 14.1.0 3 14-1-0 11 19.0.0 4 19-0.0 12 20.0.0 5 23-11-0 13 23.11-0 6 30-6-8 14 30.6.8 7 37-10.6 15 37-10.6 8 0-0-0 14-3-7 _ I 14-1-13 ' 1 2 4 5 6 7 6.00 9J-0 -0.00 5 1 -1.5-4 5-8 T "3d T 3 4 [17: �OQ�tOFESSlpy9` 7-5-14 g. 1 0 7-11 SHIP WeC'�` ��'� j� �� �� T3-10 5.6= T 0-4-3 1.5-4 3.4 3-8 3-4 1.5-4 0-5-0 B1 S=3.5-4 B2 W:308 W:114 11:1550fv .30989 1-2 08 R:1697 U:-199 U:-169 - 1 37-10-6E�- TgTFO,� t 8 9 10 1112 13 14 15.0-1-10 STUB C�l1FC�a 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: kettle06 ® This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk: ABCD Dsgnr: ABCD TC Live 20.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf p DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 g p DESIGN ASSISTANCE _ ® utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord . Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1%WrCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. 793 Camellia Dr_, Paradise CA 95969 • (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: A11 Qty: 1 Drw : ERG E -LOC REACT size REQ;D. TC 2x4 DFL #1 Web bracing required at each location shown. ® See details revt). This design based on chord bracing applied per the following schedule: 1 0- 1-12 1397 3.50• 1.50• BC 2x4 DFL #1 standard (TX01087001-001 max o.c. from to 2 31-10- 4 1901 3.50° 1.65• WEB 2x4 DFL STANDARD Plating spec : ANSVTPI -1995 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 12-3-7 18.9-8 3 37-10- 4 270 3.50• 1.50• ERG REQUIREMENTS shown are based omanaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S): on the truss material at each bearidgstall Interior support(s) before erection. Mark all Interior bearing locations. Support 1 -166 lb Bracing shown is for lateral support of components environmerd that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 2 .212 Ib BC Dead 10.00 CS1 TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 3 .243 Ib TC FORCE 1-2 -2272 AEL END 0.09 0.35 0.43 grade. Brace Q 24" o.c. unless noted. HORIZONTAL REACTION(S): This truss is designed using the Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, psf Support 1 171 lb UBC -97 Code. 2-3 -1794 0.03 0.32 0.35 support 3 171 Ib Bldg Enclosed =Yes, Importance Factor =1.15 3-4 -1547 0.07 0.64 0.71 Truss Location =End Zone 4-5 -1816 0.04 0.28 0.33 Hurricane/Ocean Line = No. Exp Category = C 5 -6 -863 5-7 . a7 0.04 0.27 0.270 Bldg Length = 90.00 ft, Bldg Width = 40.00 ft -855 0.01 0.40 0.41 Mean roof height - 13.13 ft, mph = 80 7-8 672 0.10 0.40 0.51 UBC Essential Facility, Dead Load = 17.0 psf BC FORCE AXL END CSI 9-10 1959 0.32 0.13 0.45 10-11 1956 0.32 0.09 0.42 11-12 1542 0.17 0.40 0.58 12-13 932 0.10 0.40 0.51 MAX DEFLECTION (span) : 13-14 932 0.10 0.34 0.44 U999 MEM 13.14 (LIVE) LC 15 14-15 -523 0.00 0.34 0.35 L=-0.12" D=-0.16" T=-0.27" 15-16 -563 0.00 0.26 0.27 WEB FORCE CSI WEB FORCE CSI 2-10 175 0.07 5-12 1428 0.63 2-11 -489 0.34 5-14 -444 0.26 3-11 396 0.16 6-14 -324 0.17 3-12 -119 0.16 7-14 1462 0.65 4-12 -1110 0.68 7-15 -1753 0.34 12-3 3 8 6 15.6-0 1 2 3 l4 15 6 7 B h F6.00 6.00 -6.00 5.6 T5 -6 1.5-4 B-1-3 3-4 7-9-4 3.5-0 _ 3-8 0-4-3 1.5.4 3-4 4-10 3-10 2 B1 S=3.5-0 B2 B3 W:308 31-10-4 W:308 W:308 11:1397 R:1901 11:270 U:-166 U:-212 U:-243 1" 1 38-0-0 ~9 10 11 1213 14 15 16 1 B-6-15 t SHIP 0-4-3 Joint Locations == 1 0-0.0 9 0-0-0 2 6-5.8 10 6-5-8 3 12-1-0 11 12-1.0 4 18-9-8 12 18-9.8 5 22-6-0 13 20.0.0 6 27-2-2 14 27-2-2 7 31.10-4 15 31-10.4 8 38-0-0 16 38-0-0 eh�QFCSsft04 i4 $ wE���'�F�c � r1 30989 39-2008 TeT� op CAUFC�r. 2/13/2007 - - OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system h has been based on specifications provided by the component manufacturer Chk: ABCD ®• and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCEnoted. Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbf Bnd 1.15 ® Bracing shown is for lateral support of components environmerd that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSI/TPI V,TCA V - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' • 'W psf 793 Camellia Dr., Paradise CA 95969 (SCSI1-03)and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, DC 20036. TOTAL 41.00 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, psf Job Name: kettle06 Truss ID: Al2 Qty: 1 Drwg: ERG X -LOC REACT SIZERRQ-D TC 2x4 DFL #1 1 0- 1-12 1390 3.50• 1.50• BC 2x4 DFL 91 2 31-10- 4 1947 3.so• 1.79• WEB 2x4 DFL STANDARD 3 37-10- 4 250 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607 ERG REQUIREMENTS shoran are based om&aaded for 10 PSF non -concurrent BCLL. on the truss material at each bearidBstall Interior support(s) before erection. Continuous lateral bracing attached to flat TC FORCE AXL END CSI TC as indicated. Lumber must be structural 1-2 -2289 0.07 0.23 0.30 grade. Brace @ 24" o.c. unless noted. 2-3 -1936 0.03 0.24 0.27 3-4 -1917 0.09 0.55 0.64 4-5 -1441 0.02 0.29 0.31 5-6 -803 0.01 0.23 0.24 6-7 -807 0.01 0.41 0.42 7-8 749 0.12 0.41 0.53 EC FORCE AXL END CSI 9-10 1983 0.32 0.09 0.41 10-11 1981 0.21 0.25 0.46 11-12 1685 0.18 0.25 0.43 12-13 1921 0.31 0.09 0.40 13-14 1921 0.31 0.11 0.43 14-15 925 0.10 0.23 0.33 15-16-590 0.00 0.23 0.24 16-17 -632 0.00 0.27 0.28 WEB FORCE CSI NEE FORCE CSI 2-10 102 0.04 5-14 1093 0.48 2-11 -355 0.17 5-15 -519 0.30 3-11 • 358 0.15 6-15 -301 0.16 3-12 285 0.13 7-15 1489 0.66 4-12 126 0.04 7-16 -1786 0.34 4-14 -1171 0.78 T 8-1-3 T= 0.4-3 ®Web bracing required at each location shown. See standard details (TX01087001-001 revt). Plating Spec: ANSVTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S): support 1 175 lb support 3 175 lb 3- F 5-8-8 1 15-6-0 1 2 4 5 6 7 8 6.00 8I-- 5-0-� 6.00 -6.00 5.6 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 10- 3.7 Is- 9.8 UPLIFT REACTION(S): Support 1 -165 lb Support 2 -219 lb Support 3 -246 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 it, Bldg Width = 40.00 ft Mean roof height = 13.13 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 61 5=3.0-4 62 B3 W:308 31-10-4 W:308 W:308 R:1390 R:1947 R:250 U:465 U:-219 U:-246 1" 11" 38-0-0 1 9 10 11 12 124 15 16 17 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 MEM 11.12 (LIVE) LC 1 L= -0.09" D= -0.13" T= -0.22" = Joint Locations = 1 0.0-0 10 5-5-8 2 5.5-8 11 10.1.0 3 10.1.0 12 16-9-8 4 16.9-8 13 20.0.0 5 22-6-0 14 20-4-8 6 27.2-2 15 27-2-2 7 31.10.4 16 31-10-4 8 38.0-0 17 38.0.0 9 0.0-0 OQ�vFESS/pt,y` Az « ��✓ .30989 31- 003 r CAL1rCF` 2/13/2007 Scale: 3/32" = V ® DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be vedfled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit' ABCD Dsgnr: ABCD WO: kettle06 TC Live 20.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 . - ® - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSIRPI V,'WrCA V - Wood Truss Council of America Standard Design Responslbilhies,'BUILDING COMPONENT SAFETY INFORMATION'- psf 793 Camellia Dr., Paradise CA 95969 (BCSI "3) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Washington, DC 20036. - TOTAL 41.00 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, psf Job Name: kettle06 Truss ID: A13 Qty: 1 Drw : BRG x -LOC REACT SIZE RRQ'D TC 2x4 DFL #1 Web bracing required at each location shown. This design based on chord bracing applied 1 0- 1-12 1372 3.50• 1.5o• BC 2x4 DFL #1 ® See standard details (TX01087001-001 rev1). per the following schedule: a 31-10- 4 2064 3.50• 1.83• WEB 2x4 DFL STANDARD Plating spec : ANSI/TPI -1995 max o.c. from to 3 37-10- 4 201 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 8-3-7 14-9.8 BEG RRQUIRMIENTS shorn are based ONLbbaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S): on the truss material at each bearirlgstall Interior support(s) before erection. Mark all Interior bearing locations. Support 1 -161 Ib . Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Support 2 -241 Ib TC FORCE AXL BND CSI TC as Indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 3 -268 Ib 1-2 -2272 0.05 o.19 0.24 grade. Brace Q 24" o.c. unless noted. HORIZONTAL REACTION(S) : This truss is designed using the 2-3 -2046 0.04 0.15 0.18 support 1 175 lb support 3 175 Ib UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 3-4 -2361 0.11 0.46 0.57 Truss Location End Zone 4-5 -1752 0.09 0.61 0.70 HurricanelOcean Line =No, Exp Category =C 5-6 -699 0.00 0.21 o.a1 Bldg Length = 90.00 ft, Bldg Width = 40.00 ft 6-7 -111 0.01 0.43 0.43 Mean roof height= 13.13 ft, mph = 80 7-8 960 0.15 0.23 0.58 UBC Essential Facility, Dead Load = 17.0 psi BC FORCE ARL BND CSI 9-10 1975 0.32 0.10 0.43 10-11 1975 0.32 0.14 0.46 11-12 1798 0.20 0.25 0.45 ' 12-13 2379 0.26 0.37 0.63 13-14872 0.09 0.37 0.46 MAX DEFLECTION (span): 14-15 872 0.09 0.38 0.48 U999 MEM 14.15 (LIVE) LC 15 15-16 -774 0.01 0.38 0.39 L=-0.14" D=-0.19" T=-0.34" 16-17 -819 0.01 0.29 0.30 = Joint Locations = WEB FORCE CSI WEB FORCE CSI 1 0-0-0 10 4-5-8 2-10 69 0.02 5-13 1265 0.56 2 4-5-8 11 8-1-0 2-11 -217 0.07 5-15 -585 0.34 3 8-1.0 12 14-9.8 3-11 300 0.12 6-15 -283 0.15 4 14-9-8 13 18.4-8 3-12 645 0.28 7-15 1606 0.71 5 22-6-0 14 20.0.0 4-12 -239 0.07 7-16 -1912 0.37 6 27-2.2 15 27.2-2 4-13 -1317 0.67 7 31-10-4 16 31.10-4 B-3 7-8$ 15-6-0 8 ll -0 17 38.0.0 1 2 `3 4 5 6 7 8 0- 9 0-0.0 6.00 6-5-0 60 6.00 5-6 T5 1.5-4 8-1-3347-9-4 3.5.6 66.15 �,@ .15 L1IeG Fly SHIP �� •- 3-4 13-B x 1 0.4-3 1.5 4 3.4 3-10 0-43 2 t �� ;DB 3 4 1 S 3.5-4 B2 B3 W:308 31-10.4 W:308 W:308 EY . 3 0 8 o. , R:1372 R:2064 11:201 U:-161 U:-241 U:-268 1 11� S CSV l PqT� 38-0.0 Q4��P 9 - 10 11 12 13 14 15 16 17 OF CAO/ 2/13/2007 ' OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer Chk' ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord le laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 .environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSIRPI 1', 9NTCA V • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute fTPI) Is located at 583 D'Onofrlo Drive, Madison, ' Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 IJob Name: kettle06 Truss ID: A14 Qty: 2 Drwg: BRG x -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 3675 3.50• Chk' ABCD 1.96• 2x6 DFL #2 23 2 31-10- 4 2572 3.50• i. so• BC 2x6 DFL #1 BEG REQUIRmMNTS shown are based ONLY 2x6 DFL SS 9-13 oa the truss material at each bearid#EB 2x4 DFL STANDARD Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 ® Lumber shear allowables are per NDS. TC FORCE Axt. END CSI Drainage must be provided to avoid ponding. 1-2 -7781 0.14 0.17 0.31 Permanent bracing is required (by others) to 2-3 -8511 0.12 0.37 0.49 prevent rotation/toppling. See BCSI 1-03 3-4 -3635 0.09 0.40 0.49 and ANSUTPI I. 4-5 -3610 0.04 0.24 0.28 Continuous lateral bracing attached to flat 5-6 -2025 0.01 0.18 0.19 TC as indicated. Lumber must be structural 6-7 -2015 0.01 0.25 0.26 grade. Brace Q 24" o.c. unless noted. 7-8 693 0.05 0.25 0.30 PLATING BASED ON GREEN LUMBER VALUES. 8 -OR 28 0.00 0.03 0.04 Right Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAKI BC FORCE AXL END CSI Right Overhang Soffit loading = 0.0 psf 9-10 6896 0.28 0.26 0.54 10-11 7013 0.28 0.50 0.78 11-12 8541 0.34 0.04 0.38 12-13 1894 0.04 0.05 0.09 13-14 1894 0.11 0.05 0.15 14-15 675 0.00 0.10 0.10 15-16 546 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSS 2-10 2059 0.45 5-12 2949 0.65 2-11 1608 0.33 5-14 -619 0.10 3-11 374 0.06 6-14 -370 0.04 3-12 -5790 0.74 7-14 2135 0.47 4-12 -370 0.04 7-15 -2383 0.15 Plating spec : ANSIITPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. rt++++♦++♦++r+.♦+♦+♦tr Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. Into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). a+r+++a♦+rr++♦r.r♦+++a 2-PLYI Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 "PER FOOTI•• � ; +6 5 10-2-0 .15-6-0 2-PLYS 3 4 5 6 7 8 REQUIRED 6- 6-1-0 6.00 6.00 5.6 T 1.5-4 1.5-4 375# 8-1-3 7 7-8 7-9 3-4 1 36 3.6 4-4 x 0-4-3 3 6 3.4 8-12 3-8 2 B1 X6-6 B2 W:308 W:308 R:3675 R2572 U:-406 �5=5# U.-286 1 1 38-0-0 9 10 11 1213 14 15 16 This design based on chord bracing applied - per the following schedule: max o.c. from to TC 24.00" 6-1.15 12- 4.0 UPLIFT REACTION(S): Support 1 406 lb Support 2 -286 lb HORIZONTAL REACTION(S): support 1 274 lb support 2 274 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 13.13 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LL/TL TC Vert 82.00 -1- 0.0 82.00 0.0.0 0.49 TC Vert 62.00 0.0.0 62.00 6-3-0 0.65 TC Vert 124.00 6- 3- 0 124.00 13.3.0 0.57 TC Vert 62.00 13.3.0 62.00 38-0-0 0.65 TC Vert 62.00 38-0-0 62.00 39-0-0 0.65 BC Vert 20.00 0-0-0 20.00 38-0-0 0.00 Type... Ills X.Loc LL/TL TC Vert 60.0-1-0-0 1.00 TC Vert 375.0 6- 3.0 0.49 BC Vert 250.0 6- 0.0 0.49 BC Vert 1835.0 7- 0- 0 0.49 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span): U999 MEM 10.11 (LIVE) LC 23 L= -020" D= -020" T= -0.40" MAX DEFLECTION (cant) : U999 MEM 15.16 (LIVE) LC 23 L= 0.06" D= 0.03" T= 0.10" Joint Locations = 1 0- 0- 0 9 0- 0.0 2 5- 9- 8 10 5.7-12 3 12- 4- 0 11 12.4- 0 4 19-0-0 12 19-0.0 5 22-6-0 13 20- 0.0 6 26.0- 0 14 26.0-0 7 31.10.4 15 31.10.4 8 38-0-0 16 38.0.0 2/13/2007 Scale: 3132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: kettle06 - This design is for an Individual building component not truss system h has been based on specifications provided by the component manufacturer Chk' ABCD and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 ® environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 _ and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSVTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responslbililies,'BUILDING COMPONENT SAFETY INFORMATION'. psf 793 Camellia Dr., Paradise CA 95969 (SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: B Qty: 1 Drw : BEGx-LOC REACT SIZE REQ' D TC 2x4 DFL 01 Web bracing required at each location shown. UPLIFT REACTIONS) : ' 1 0- 5- 0 1002 RGR 1.5o" BC 2x4 DFL #1 ® See standard details (TX01087001-001 revl). Support 1 -146 lb 2 24- 7- 0 1003 NGR 1.50• WEB 2x4 DFL STANDARD Plating Spec: ANSI/TPI -1995 Support2 -1661b BEG REQDIREMENTS shown are based ONti4LATE VALUES PER ICSO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF HORIZONTAL REACTION(S): on the truss material at each beariolgoaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. support 1 137 lb BEG NANGRR/CLIP NOTE End verUcals are designed for axial loads PLATING BASED ON GREEN LUMBER VALUES. support 2 137 Ib 1 HUS26 only unless noted otherwise. This truss is designed using the Rep Mb► Bnd 1.15 2 HUS36 Extensions above or below the truss profile UBC -97 Code. BC Live 0.00 psf Support Connection(s)/Hanger(s) are (If any) have been designed for loads Bldg Enclosed = Yes, Importance Factor = 1.15 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, not designed for horizontal loads. Indicated only. Horizontal loads applied at Truss Location = End Zone SHE SIMPSON CATALOG the end of the extensions have not been Hurricane/Ocean Line = No, Exp Category = C FOR ADDITIONAL INSTALLATION NOTES considered unless shown. A drop -leg to an Bldg Length = 90.00 ft, Bldg Width = 40.00 it otherwise unsupported wall may create a Mean roof height = 13.13 ft, mph = 80 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TC FORCE A%L END CSI hinge effect that requires additional design UBC Essential Facility, Dead Load = 17.0 psf 1-2 -1658 0.02 o.58 0.60 consideration (by others). 2-3 -1220 0.01 0.58 0.60 3-4 -864 0.01 0.53 0.53 4-5 97 0.02 0.53 0.54 BC FORCE A%L BND CSI 6-7 1393 0.23 0.10 0.33 7-8 1346 0.14 0.30 0.44 8-9 740 0.08 0.30 0.38 9-10 740 0.08 0.31 0.39 10-11 420 0.04 0.31 0.36 NEB FORCE CSI WEB FORCE CSI 2-7 160 0.06 4-10 377 0.17 2-8 -514 0.28 4-11 -1154 0.38 3-8 576 0.25 5-11 137 0.05 3-10 -145 0.08 8-1-3 4-4 ID -5-13 15-2-12 9-2-12 1 2 3 4 5 F6.00 -6.00 i 5.6 1.5-4 3d 3.4 S=3.5-4 3-4 1.5.4 8-1-3 T SHIP 3-5-13 11 B1 tsz HUS26 HUS26 W:308 W:308 R:1002 R:1003 U:-146 24-5-8 U:-166 0-3-4 �6 7 8 9 10 11 6-3-_ STUB STUB MAX DEFLECTION (span) : U999 MEM 9-10 (LIVE) LC 15 L= -0.06" D= .0.08" T= -0.14" Joint Locations 1 0.0.0 7 5-10.8 2 7-9.0 8 11-5.12 3 15.2-12 9 13.8-12 4 22.8.8 10 18.11.12 5 24.5.8 11 24.5.8 6 0.0.0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' ABCD , ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE is Laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mb► Bnd 1.15 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSFrP11'. WTCA V - Wood Truss Council of America Standard Design Responslbilities,'BUILDING COMPONENT SAFETY INFORMATION'. psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WI CA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: 131 Qty: 2 Drwg: I BRG x -LOC REACT SIZE REQ'D TC 2x4 DFL 01 1 0- 1-12 1980 3.50• 1.50" BC 2x4 DFL #1 2 24- 7- 0 1973 HGR 1.50• WEB 2x4 DFL STANDARD BRG REQUIREMENTS shorn are based ONIbUaded for 10 PSF non -concurrent BCLL. on the truss material at each beariElitrainage must be provided to avoid ponding. BRG RANGER/CLIP NOTE Permanent bracing Is required (by others) to 2 Hangar TBS- prevent rotation/toppling. See BCS11-03 -HANGERS) TO BE ENGINEERED and ANSVTPII. Support Connections)/Hanger(s) are Continuous lateral bracing attached to flat not designed for horisontal loads. TC as indicated. Lumber must be structural grade. Brace Q 24" o.c. unless noted. TC FORCE AEL BND CSI PLATING BASED ON GREEN LUMBER VALUES. 1-2 -3514 0.03 0.24 0.27 End verticals are designed for axial loads 2-3 -3202 0.05 0.50 0.55 only unless noted otherwise. 3-4 -4544 0.05 0.54 0.59 Extensions above or below the truss profile 4-5 -3451 0.08 0.61 0.69 (If any) have been designed for loads Indicated only. Horizontal loads applied at BC FORCE AHL BND CSI the end of the extensions have not been 6-7 3091 0.25 0.16 0.42 considered unless shown. A drop4eg to an 7-8 4569 0.37 0.12 0.50 otherwise unsupported wall may create a 8-9 3632 0.30 0.11 0.41 hinge effect that requires additional design 9-10 3632 0.30 0.13 0.43 consideration (by Others). 10-11 121 0.00 0.20 0.20 WEB FORCE CSI NRB FORCE CSI 2-7 841 0.19 4-10 -1282 0.08 3-7 -1504 0.18 5-10 3776 0.83 3-8 -175 0.02 5-11 -1868 0.12 4-6 1004 0.22 Plating spec : ANSVTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 +r+t+tt++++t♦+++a..... Nall pattern shown is for PLF loads only. Concentrated Toads MUST be distributed to each ply equally. On multiply with hangers, use 3" nails min. Into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). t++tr+++rt++t+t++♦.tat 2-PLYI Nall w/10d BOX, staggered (per NDS) In: TC- 2 BC- 2 WEBS- 2 "PER FOOTI" 2-PLYS REQUIRED 6.00 248# 18-8-12 - - 3-8 2-4 B1 W:308 R:1980 0:-306 1 " 24-8- 6 7 8 9 10 11 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5.11-11 24-8-12 Required bearing widths and bearing areas apply when truss not supported In a hanger. UPLIFT REACTION(S): Support 1 -306 lb Support 2 -304 lb HORIZONTAL REACTION(S): support 1 121 Ib support 2 121 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 10.75 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf -----LOAD CASE 01 DESIGN LOADS ------- Dir L.PIf L.Loc R.Plf R.Loc LUrL TC Vert 82.00 -1- 0- 0 82.00 0-0.0 OAS TC Vert 62.00 0-0-0 62.00 6.0.0 0.65 TC Vert 119.48 6- 0- 0119.48 24- 8-12 0.65 BC Vert 38.54 0-0- 0 38.54 24.8.12 0.00 Type... lbs X.Loc LL/TL TC Vert 60.0-1-0-0 1.00 TC Vert 160.2 6.0.0 1.00 TC Vert 88.1 6-0.0 0.00 T T 3-0-4 3.9-12 1 _SHIP B2 W:308 R:1973 U:-304 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : U999 MEM 8.9 (LIVE) LC 1 L= .0.10'.D=-0.11" T=-0.21" . Joint Locations == 1 0-0.0 7 5- 8-! 2 5' 8-8 8 11-10.13 3 11.10.13 9 16-0-0 4 18.2-1510 18-2-15 5 24-8-12 11 24-8.12 6 0.0-0 " 1. C11 ` F�OFESS/p` c�L w b • V'J� G, \ fir. O^ x-10 Iry s14 , ,F OF C l.1FO��` 2/1 007 Scale: 5132" = 1' ® DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: ABCD Dsgnr• ABCD ' WO: kettle06 TC Live 20.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live - 0.00 psf O.C.Spacing 2- 0- 0 - ® and brace this truss in accordance with the following standards: 'Jolnt and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 'ANSIrrPI V,TCA V. Wood Truss Council of America Standard Design ResponsibliMes,'BUILDING COMPONENT SAFETY INFORMATION' - 'W 793 Camellia Dr., Paradise CA 95969 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WiCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 = 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Job Name: kettle06 Truss ID: 132 Qty: 1 Drw : BEG %-LOC RRACT SIZE REQ' D TC 2x4 DFL #1 Plating spec: ANSI1TPI -1995 This design based on chord bracing applied 1 0- 1-12 1156 3.50" 1.50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 24- 7- 0 1014 NOR 1.5o" WEB 2x4 DFL STANDARD BEG REQUIREMENTS shown are based ONLbbaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. max o.c. from to TC 24.00" 7-11-11 24- 8-12 the truss material at each bearirQontinuous lateral bracing attached to flat Drainage must be provided to avoid ponding. Required bearing widths and bearing areas oa BRG HANGER/CLIP NOTE TC as Indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. apply when truss not supported In a hanger. 2 HUS26 grade. Brace Q 24" o.c. unless noted. End verticals are designed for axial loads UPLIFT REACTION(S): Support Connectioa(s) /Hanger(s) are HORIZONTAL REACTION(S): only unless noted otherwise. Support 1 -175 lb not designed for horizontal loads. support 1 167 lb Extensions above or below the truss profile (H arty) have been designed for loads Support 2 A70 lb This truss is designed using the Sea SIMPSON CATALOG support 2 167 Ib indicated only. Horizontal loads applied at UBC -97 Code. POR ADDITIONAL INSTALLATION NOTES the end of the extensions have not been Bldg Enclosed = Yes, Importance Factor =1.15 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located a11111 19th Street, NW, Ste 800, Washington, OC 20036. considered unless shown. A drop -leg to an Truss Location = End Zone TC FORCE AXL BND CSI otherwise unsupported wall may create a Hurricane/Ocean Line = No, Exp Category = C 1-2 -1828 0.03 0.15 0.19 hinge effect that requires additional design Bldg Length = 90.00 it, Bldg Width = 40.00 ft 2-3 -1593 0.02 0.16 0.18 consideration (by others). Mean roof height= 1125 it, mph = 80 3-4 -1413 0.04 0.33 0.37 UBC Essential Facility, Dead Load = 17.0 psf 4-5 -1675 0.05 0.40 0.46 5-6 -1204 0.03 0.40 0.43 BC FORCE ARL BND CSI 7-8 1582 0.26 0.06 0.32 - MAX DEFLECTION (span) : 8-9 1580 0.26 0.09 0.35 U999 MEM 9.10(LIVE)LC 1 9-10 1688 0.18 0.19 0.37 L= -0.06" D= -0.08" T= -0.14" 10-11 1254 0.14 0.19 0.33 11-12 1254 0.14 0.22 0.36 _ =Joint Locations == 12-13 168 0.00 0.22 0.22 1 0.0-0 8 4-3-4 NEB FORCE CSI NSB FORCE CSI 2 4-3-4 9 7-8.8 3 7.8.8 10 13-2-13 2-8 66 0.03 5-10 511 0.23 4 13-2.13 11 16-0-0 2-9 -223 0.06 5-12 -689 0.18 5 18-10-15 12 18-10.15 3-9 421 0.19 6-12 1452 0.64 6 24-8-12 13 24-8-12 4-9 -331 0.26 6-13 -965 0.25 7 0-0.0 4-10 -178 0.05 7-11-11 1 231 4 5 6 6�U l 16-8-12 TT 4-0-4 4-9-12 1SHIP 1 3.6 `p B2 6 11V:308 HUS26 R:1156 W:308 UA75 R:1014 Ir" U:-170 24-8-12 7 8 9 10 11 12 13 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. FESSIp� 9 ._ P . r09E9 "P 312003OF C 2/13/2007 Scale: 5/32" = 1' WO: keftle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf ASSISTANCE' noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf 'ANSI/rPI V,rCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • 'W 793 Camellia Dr., Paradise CA 95969 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 41.00 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located a11111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL psf FESSIp� 9 ._ P . r09E9 "P 312003OF C 2/13/2007 Scale: 5/32" = 1' WO: keftle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: 133 Qty: 1 Drwg: BEG X -LOC REACT sizzREW D TC 2x4 DFL #1 1 0- 1-12 1156 3.50` 1.50" BC 2x4 DFL #1 2 24- 7- 0 1014 xGR 1. so" WEB 2x4 DFL STANDARD BRG REQDIRHmNTS shown are based ONUMaded for 10 PSF non -concurrent BCLL. on the truss material at each beariE@Ontinuous lateral bracing attached to flat BRG HANGER/CLIP NOTE TC as Indicated. Lumber must be structural 2 HUS26 grade. Brace @ 24" o.c. unless noted. Support Connections)/Hanger(s) are HORIZONTAL REACTION(S): not designed for horizontal loads. support 1 1431b SEE SINPSON CATALOG support 2 143 lb FOR ADDITIONAL INSTALLATION NOTES TC FORCE AEL END CSI 1-2 -1803 0.04 0.21 0.25 2-3 -1447 0.02 0.18 0.20 3-4 -1268 0.03 0.44 0.47 4-5 -1268 0.03 0.44 0.47 5-6 -682 0.00 0.12 0.12 BC FORCE AXL END CSI 7-8 1552 0.25 0.09 0.34 8-9 1550 0.25 0.09 0.34 9-10 1245 0.14 0.17 0.31 10-11 1245 0.14 0.24 0.37 11-12 571 0.06 0.24 0.30 12-13 144 0.00 0.17 0.17 NEB FORCE CSI WEB FORCE CSI 2-8 103 0.05 5-11 871 0.38 2-9 -366 0.16 5-12 -511 0.21 3-9 324 0.14 6-12 842 0.37 3-11 128 0.04 6-13 -995 0.20 4-11 -414 0.16 T 5-3-10 y I MD -4-3 Plating Spec: ANSVTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (If any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 9-10-15 M 3-7-11 1 2 3 4 5 6l 600 1 700 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9.10.15 21-0-0 UPLIFT REACTION(S): Support 1 4761b Support 2 -161 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No. Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.73 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf B1 3-8 B2 W:308 HUS26 R:1156 W:308 U:-176 R:1014 11-0" U:461 24-8-12 7 8 9 10 11 12 13 .6-3-4 STUB MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 1 L= -0.05" D= -0.05" T= -0.10" Joint Locations 1 0.0-0 8 5-3-4 2 5.3-4 9 9-8-8 3 9.8.8 10 12-0.0 4 15.6- 0 11 15- 6.0 5 21-3-8 12 21.3.8 6 24.8-12 13 24-8-12 7 0.0-0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk• ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 Rep Mbr Bnd 1.15 ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSFrPI 1% WTCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute fiPI) Is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf - Segn T6.5.2 - 0 Job Name: kettle06 Truss ID: 134 Qty: 1 Drwg: BRG - x -LOC REACT SIZE' RHO ,D TC 2x4 DFL #1 1 0- 1-12 1156 3.50• 1.50• BC 2x4 DFL #1 2 24- 7- 0 1014 NGR 1.50• WEB 2x4 DFL STANDARD BEG REQUIREMENTS shorra are based OHLbzaded for 10 PSF.non-concurrent BCLL. on the truss material at each bearinContlnuous lateral bracing attached to flat BEG HANGER/CLIP NOTE TC as indicated. Lumber must be structural 2 HUS26 grade. Brace @ 24" o.c. unless noted. Support Connections)/Hanger(a) are HORIZONTALREACTION(S): not designed for horizontal loads. support 1 1411b SEs SIMPSON CATALOG support 2 141 lb FOR ADDITIONAL INSTALLATION NOTES TC FORCE AKL END CSI 1-2 -1770 0.02 0.34 0.36 2-3 -1284 0.02 0.34 0.35 3-4 -1014 0.02 0.15 0.17 4-5 -1014 0.02 0.22 0.24 5-6 -863 0.01 0.33 0.34 BC FORCE A%L END CSI 7-8 1515 0.25 0.13 0.38 8-9 1512 0.25 0.10 0.35 9-10 1079 0.12 0.14 0.26 10-11 1079 0.18 0.04 0.21 11-12 716 0.08 0.17 0.25 12-13 142 0.00 0.17 0.17 NEB FORCE CSI WEB FORCE CSI 2-8 178 0.07 5-11 504 0.22 2-9 -512 0.33 5-12 -356 0.21 3-9 367 0.16 6-12 854 0.38 3-11 -111 0.09 6-13 -970 0.20 4-11 -248 0.14 t 6.3-10 =D.4-3 Plating Spec: ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (If any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A dropJeg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5 5-7-11 1 2 4 r5 6 6.0 - 7-0-0 -6.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11-10.15 19-0-0 UPLIFT REACTION(S): Support 1 -1761b Support 2 -161 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 It Mean roof height = 1223 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf T6-9-6 SHIP 6-13 'I B1 S=3.5-4 _ _ 2.4 B2 W:308 HUS26 R:1156 W:308 UA76 11:1014 W IJA61 24 8-12 7 8 910 11 12 13 . 88-3-_ STUB MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 1 L= -0.04" D= -0.05" T= -0.09" =- Joint Locations = 1 0-0-0 8 6-3-4 2 6.3-4 9 11.8-8 3 11-8-8 10 12.0.0 4 15.6-0 11 15.6.0 5 19.3-8 12 19.3.8 6 24-8-12 13 24-8-12 7 0.0.0 O@�0'rESSIO/y,4�,, c_ � 6• �j�G�. F� - nye 30989 FOF CA0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MIX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: kettle06 - This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr•' ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 Rep Mbr Bnd 1.15 ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSIIrPI 1'. WTCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute frPQ Is located at 583 WOnohio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: 135 Qty: 1 Drwg: BEG x -LOC REACT slzz REQ'D TC 2x4 DFL #1 1 0- 5- 0 1002 RGR 1.50• BC 2x4 DFL #1 2 24- 7- 0 1003 HGR1.5o" WEB 2x4 DFL STANDARD BEG REQDIRsim"s shown are based oNrdtoaded for 10 PSF non- Concurrent BCLL. oa the truss material at each beariEContlnuous lateral bracing attached to flat BEG HANGER/CLIP NOTE TC as Indicated. Lumber must be structural 1 HUS26 grade. Brace Q 24" o.c. unless noted. 2 HUS26 HORIZONTAL REACTION(S) : Support Connection(a)/Hanger(a) are support 1 137 lb not designed for horizontal loads. support 2 137 lb SHE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE A%L END CSI 1-2 -1658 0.03 0.44 0.47 2-3 -1104 0.01 0.44 0.45 3-4 -764 0.01 0.20 0.21 4-5 -944 0.01 0.36 0.37 5-6 116 0.02 0.36 0.38 BC FORCE ARL BND CSI 7-8 1398 0.23 0.15 0.38 8-9 1396 0.23 0.12 0.34 9-10 1396 0.23 0.07 0.30 10-11 904 0.10 0.31 0.41 11-12 244 0.02 0.31 0.33 WEB FORCE CSI NRB FORCE CSI 2-8 222 0.09 4-11 217 0.07 2-10 -576 0.53 5-11 600 0.26 3-10 387 0.17 5-12 -1170 0.29 3-11 -266 0.28 6-12 203 0.09 7-3-10 4-4 I0-5-13 Plating Spec: ANSIITPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 13-7-11 I �1 2 3 600 L 1.5-4 S=3.5-0 3-8 3-4 3.4 7-7-11 4 56� 33-" -6_ 001 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 13.10.15 17-0-0 UPLIFT REACTION(S) : Support 1 -1431b Support 2 -160 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed =Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 12.73 It, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 5-4 4 T 7-3.,0 SHIP 3-5-13 l B1 HUS26 HUS26 W:308 W:308 R:1002 R:1003 U: -143U:460 24-5-8 0-3-4 7 8 9 10 11 12 g-g�q STUB STUB MAX DEFLECTION (span) : U999 MEM 11-12 (LIVE) LC 15 L= -0.08" D= -0.09" T= -0.17" Joint Locations 1 0.0-0 7 0.0.0 2 7.0.0 8 7-0-0 3 13-5-4 9 11-8-12 4 17-0-4 10 13-5-4 5 23.5-8 11.17-0-4 6 24.5.8 1 24-5-8 WESS/o) F �N ^1--003 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge; positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: kettle06 This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 ® and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, - BC Dead 10.00 ea Design $ BC UBC -97 g P 'ANSFTPI 1', WrCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- psf P 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, DC 20036. TOTAL 41.00 psf Segn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Job Name: kettle06 Truss ID: 136 Qty: 1 Drw : BEG a -LOC REACT SIZE REO' D TC 2x4 DFL #1 Web bracing required at each location shown. UPLIFT REACTION(S): 1 0- 5- 0 1002 NOR 1.50• BC 2x4 DFL #1 ® See standard details (TX01087001-001 revt). Support 1 -146 lb 2 24- 7- 0 1003 HGR 1.50• WEB 2x4 DFL STANDARD Plating spec : ANSVrPI -1995 BRG REODIREzinuS shorn are based ONUTLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -166 lb HORIZONTAL REACTIONS) : oa the truss material at each beariaig0aded for 10 PSF non -Concurrent BCLL. MULTIPLE LOAD CASES. support 1 137 lb , BRG HANGER/CLIP ROTE End verticals are designed for axial loads PLATING BASED ON GREEN LUMBER VALUES. support 2 137 Ib 1 HDS26 only unless noted otherwise. This truss Is designed using the a HDS26 Extensions above or below the truss profile UBC -97 Code. Support connections) /Hanger (s) are (if any) have been designed for loads Bldg Enclosed = Yes, Importance Factor =1.15 not designed for horizontal loads. Indicated only. Horizontal loads applied at Truss Location = End Zone SER SIHPSON CATALOG the end of the extensions have not been Hurricane/Ocean Line = No, Exp Category = C FOR ADDITIONAL INSTALLATION NOTES considered unless shown. A drop -leg to an Bldg Length = 90.00 ft, Bldg Width = 40.00 ft otherwise unsupported wall may create a Mean roof height = 13.13 ft, mph = 80 TC FORCE AXL BND CSI hinge effect that requires additional design UBC Essential Facility, Dead Load = 17.0 psf 1-2 -1658 0.02 0.58 0.60 consideration (by others). 2-3 -1220 0.01 0.58 0.60 3-4 -864 0.01 0.53 0.53 4-5 97 0.02 0.53 0.54 BC FORCE AXL HND CSI 6-7 1393 0.23 0.10 0.33 7-8 1346 0.14 0.30 0.44 8-9 740 0.08 0.30 0.38 9-10 740 0.08 0.31 0.39 10-11 420 0.04 0.31 0.36 WEB FORCE CSI WEB FORCE CSI 2-7 .160 0.06 4-10 377 0.17 2-8 -514 0.28 4-11 -1154 0.38 3-8 576 0.25 5-11 137 0.05 3-10 -145 0.08 15-2-12 9-2-12 1 22 3 4 5 F6.00 6.00 1 MAX DEFLECTION (span) : L/999 MEM 9.10 (LIVE) LC 15 L= -0.06" D= -0.08" T= -0.14" Joint Locations 1 0.0.0 7 5.10.8 2 7-9.0 8 11-5.12 3 15.2-12 913' 8-12 4 22- 8.8 10 18-11-12 5 24- 5- 8 11 24.5.8 6 0.0.0 5-6 3-4 4-4 8-1-3 7-9-4 1.5-4 B-1 SHIP ! .?t�dFES$/p��s Tr C� 3-5-13 4-4 1 5rill TD -5-13J 8J 1.5-4 3-4 3-4 3 4 a E''. 3 i t7U arc' S=3.5.4 B2 B1 HUS26 W:308 W:308 sT�TC 11:1002 R:10 6 0^ C?itc U:446 24-5-8 0-3-4 �6 7 8 9 10 11 6-3� -4 STUB STUB 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: kettle06 ® This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' ABCD ` and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN Is laterally braced by the roof or Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ASSISTANCE ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', NVrCA V - Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec UBC -97 793 Camellia Dr., Paradise CA 95969 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by wrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, . - Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: 137 Qty: 1 Drwg: I BRG S -LOC REACT SIZE RHQ'D TC 2x4 DFL 01 1 0- 5- 0 1013 HGR 1. So• BC 2x4 DFL #1 2 24-10- 4 1014 HGR 1.50• WEB 2x4 DFL STANDARD BEG REQUIREMENTS shown are based OMRLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearidgDaded for 10 PSF non -concurrent BCLL. BRG HANGER/CLIP NOTE End verticals are designed for axial loads 1 HUS26 only unless noted otherwise. 2 HUS26 Extensions above or below the truss profile Support Connection (s) /Hanger (s) are (if any) have been designed for loads not designed for horizontal loads. Indicated only. Horizontal loads applied at SHE SIMPSON CATALOG the end of the extensions have not been FOR ADDITIONAL INSTALLATION NOTES considered unless shown. A drop -leg to an otherwise unsupported wall may create a TC FORCE ASL BND CSI hinge effect that requires additional design 1-2 -1681 0.02 0.58 0.60 consideration (by others). 2-3 -1244 0.01 0.58 0.60 3-4 -903 0.01 0.52 0.53 4-5 89 0.01 0.53 0.53 BC FORCE AHL BND CSI 6-7 1414 0.23 0.10 0.33 7-8 1367 0.14 0.30 0.44 8-9 762 0.08 0.30 0.38 9-10 762 0.08 0.32 0.41 10-11 478 0.05 0.32 0.37 WEB FORCE CSI NEB FORCE CSI 2-7 159 0.06 4-10 355 0.15 2-8 -513 0.29 4-11 -1152 0.40 3-8 574 0.25 5-11 146 0.05 3-10 -114 0.06 Web bracing required at each location shown. ® See standard details (7X01087001-001 revl). Plating spec : ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATING BASED ON GREEN LUMBER VALUES. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 it Mean roof height = 13.13 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 15-2-12 9.6-0 1 2 3 4 5 600 5.6 -6.00 1 UPLIFT REACTION(S): Support 1 -147 lb Support 2 -1651b HORIZONTAL REACTION(S): support1 1301b support 2 130 lb MAX DEFLECTION (span) : U999 MEM 9-10 (LIVE) LC 15 L= -0.06" D= -0.08" T= -0.14" == Joint Locations -= 1 0-0-0 7 5-10.8 2 7-9.0 8 11-5.12 3 15-2-12 9 13.8-12 4 22-8.8 10 18-11-12 5 24-8-12 11 24-8-12 6 0-0.0 �ri�i ESS/p�l� 5-4 8-1-3 Q� T SHIP ��t3. i(d��r^. 7 3-4-3 3 �r: oaf' EK = 31-2005 1.5.4 3-4 3-4 3-4 S BI =3.5-4 Bra' �+ HUS26 HUS2CE W:308 CAV5'3� W:308 11:1013 11:11: 1011 014 U:-147 24-8-12 0-3.4 6 7 8 9 10 11 6-" - STUB STUB 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• ABCD' ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.OD psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise members only to reduce buckling length. This component shall not be placed in any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® noted. Bracing shown Is for lateral support of components environment that will cause the moisture content o1 the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf ' O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf Design Spec UBC -97 rPI 1'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • 'ANSF', 793 Camellia Dr., Paradise CA 95969 (SCSI "3) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 900, Washington, Job Name: kettle06 Truss ID: C1 Qty: 1 Drwg: BRG a -Loc REACT s1zE REQ 'D TC 2x4 DFL #1 1 0- 1-12 135a 3.50• 1.50• BC 2x4 DFL #1 2 17-10- 4 1494 3.50• 1.59- WEB 2x4 DFL STANDARD BEG REQUIREMENTS shown are based oNLIlUmb.r shear allowables are per NDS. on the truss material at each bearidgralnage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC FORCE AEL BND CSI TC as indicated. Lumber must be structural 1-2 -2415 0.09 0.26 0.34 grade. Brace @ 24" o.c. unless noted. 2-3 -2560 0.13 0.38 0.50 3-4-2560 0.13 0.38 0.50 4-5 -2415 0.08 0.26 0.34 BC FORCE AXL END CSI 6-7 2099 0.34 0.17 0.51 7-8 2109 0.34 0.13 0.48 a-9 2109 0.34 0.13 0.48 9-10 2099 0.34 0.17 0.51 WEB FORCE CSI WEB FORCE CSI 2-7 195 0.11 4-8 554 0.24 2-8 554 0.24 4-9 190 0.11 3-8 -538 0.09 Plating spec : ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607, Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSUTPI 1. PLATING BASED ON GREEN LUMBER VALUES. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5.10.15 12- 0.0 UPLIFT REACTION(S): Support 1 -238 lb Support 2 -263 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed= Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 10.73 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS Dir L.PH .L.Loc R.Ptf R.Loc LLfrL TC Vert 62.00 0.0.0 62.00 6.0.0 0.65 TC Vert 124.00 6.0- 0 124.00 12.0.0 0.65 TC Vert 62.00 12-0-0 62.00 18-0-0 0.65 TC Vert 82.00 18-0-0 82.00 19- 0.0 0.49 BC Vert 40.00 0-0-0 40.00 16.0.0 0.00 ..Type... Ills X.Loc LL/rL TC Vert 1602 6- 0.0 1.00 TC Vert 88.1 6-0.0 0.00 TC Vert 1602 12.0-0 1.00 TC Vert 88.1 12-0.0 0.00 TC Vert 60.0 19-0-0 1.00 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" =1' WARNING. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. MAX DEFLECTION (span) : 5-10-15 Chk: ABCD 5-10-15 L1999 MEM 7-8 LC I T and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 2 3 F 4 5 L .0.07" D= -0.07" -0.13" TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord - Joint Locations = Is laterally braced by the roof or floor sheathing and Me bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf 6-0-0 ® -0 oo I 1 0.0-0 6 0-0-0 O.C.Spacing 2- 0- 0 6.0� 248# and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 2 5.8-08 7 5.6-12 'ANSIfTPI V,'WTCA V -Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - pSf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Washington, OC 20036. 3 9. 0. 8 9.0-0 Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, 4 12.3- 8 9 12-5-4 T_ 5 8 4 5 � 5 ,B.D.D ,D ,E-D.D 3-3-10 2 12 3-9� OQFOFESS;p�� 3� 3-8 SHIP �� fid. `��G� 1 �=- =0-0-3 T11-4-3 1.5.4 3-8 1.5-4 n B1 B2 3VJHJ' w:308 w:308 .r 31-2^03 R:1352 R:1494 U:-238 -0U:-263 F �i- rlwi 6 7 8 9 10 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" =1' WARNING. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer Chk: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the -component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Is laterally braced by the roof or floor sheathing and Me bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.00 ® noted. Bracing shown is for lateral support of components members only environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 'ANSIfTPI V,'WTCA V -Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - pSf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Job Name: kettle06 B1 Truss ID: C2 Qty: 2 Drw : BEG 3: -LOC REACT SIZEREQ ID TC 2x4 DFL #1 Plating Spec: ANSVTPI .1995 This design based on chord bracing applied 1 0- 1-12 5305 3.50•283• BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 17-10- 4 3898 3.50• 2..08• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ombumber shear allowabies are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7.10.15 10.0.0 on the tress material at each bearing ...... ♦ .............. Loaded for 10 PSF non -concurrent BCLL. UPLIFT REACTION(S): 7 8 9 10 11 12 Nail pattern shown is for PLF loads only. Drainage must be provided to avoid ponding. Support 1 •935 Ib TC FORCE ABL END CSI Concentrated loads MUST be distributed to Permanent bracing is required (by others) to Support 2 -687 Ib 1-2 -8878 0.28 0.32 0.60 each ply equally. On multi -ply with hangers, prevent rotation/toppling. See BCSI 1-03 This truss Is designed using the 2-3 -6922 0.11 0.10 0.21 use 3" nails min. into the carrying member. and ANSI/TPI 1. UBC -97 Code. 3-4 6310 0.11 0.07 0.18 For more than 2 ply, use additional fasten- PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes, Importance Factor =1.15 4-5 -6971 0.11 0.12 0.23 ers as Indicated from the back plys, or use 2-PLYI Nail w/10d BOX, staggered (per NDS) Truss Location = End Zone 5-6 -7893 0.19 0.16 0.34 any other approved detail (by others). in: TC- 2 BC -4 WEBS- 2 "PER FOOT[" Hurricane/Ocean Line = No, Exp Category = C TC Dead 11.00 psf Rep Mbr Bnd 1.00 + + + + t + + + + + s + t r + + t ♦ ♦ ♦ + a noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Bldg Length = 90.00 ft, Bldg Width = 40.00 ft ® environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, Install Mean roof height = 11.23 ft, mph = 80 BC FORCE AaL BND CSI - and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, UBC Essential Facility, Dead Load = 17.0 psf 7-8 7913 0.32 0.33 0.65 _ 'ANSIfTPI 11% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- -----LOAD CASE 01 DESIGN LOADS ------------ 8-9 7848 0.32 0.12 0.44 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, Dir L.PH L.Loc R.Plf R.Loc LL/TL 9-10 6177 0.25 0.24 0.49 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TC Vert 62.00 0-0.0 62.00 18-0-0 0.65 10-11 6970 0.28 0.44 0.72 TC Vert 82.00 18-0.0 82.00 19.0.0 0.49 11-12 6998 0.28 0.02 0.31 BC Vert 530.00 0- 0- 0 530.00 11- 0- 0 0.47 BC Vert 20.00 11-0-0 20.00 18.0.0 0.00 WEB FORCE CSI WEB FORCE CSI Type... lbs X.Loc LL/rL 2-8 1927 0.43 4-10 2857 0.63 TC Vert 60.0 119- 0.0 1.00 2-9 -2107 0.14 5-10 -924 0.06 BC Vert 1975.0 12-0.0 0.49' 3-9 2715 0.60 5-11 833 0.18 3-10 206 0.04 ' 7-10-15 2-PLYS 1 2 3 REQUIRED6.00 2F -" -I 4-3-10 3.5.6 3.5-6 =0-4-3 7-10-15 �4 5 6 -6.00 4-9-6 SHIP =0-43 MAX DEFLECTION (span) : U999 MEM 10.11 (LIVE) LC 1 L= -0.08" D= -0.09" T= -0.17" Joint Locations 1 0-0-0 7 0-0-0 2 4.5.4 8 4-5-4 3 7-8.8 97- 8- 8 4 10-3-8 10 10.3- 8 5 13-6.12 11 13- 6-12 6 18-0.0 12 18-0-0 B1 B2 W:308 R :530 R:5305 197 11:3898 U:-935 U: 687 1-0-0-1DF 18-041 CAk 7 8 9 10 11 12 TYPICAL PLATE: 3.5-6 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.15 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 psf Rep Mbr Bnd 1.00 ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any ® environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, Install 8C Live 0.00 psf O.C.Spacing 2- 0- 0 - and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 Design Spec UBC -97 _ 'ANSIfTPI 11% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, . Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: D1 Qty: 3 Drwg: BEG a -LAC REACT SIZE REO'D TC 1.50x3.50 DFL #1 1 0- 1-12 5207 HGR 1.85• BC 1.50x5.50 DFL #2 2 21- 4- 4 5206 3.50• 1.85• 1.50x5.50 DFL SS 7-11 BEG REQDIRMONTS shown are based ONIWEB 1.50x3.50 DFL STANDARD on the trues material at each bearing 1.50x3.50 DFL #1 2-9,10-5 BEG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 Hanger THE- Permanent bracing Is required (by others) to -HANGER(S) TO BE ENGINEERED prevent rotation/toppling. See BCSI 1-03 Support Connections)/Hanger(a) are andANSUTPII. not designed for horizontal loads. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural TC FORCE AXL BLD CSI grade. Brace @ 24" o.c. unless noted. 1-2 -9844 0.11 0.31 0.42 PLATING BASED ON GREEN LUMBER VALUES. 2-3 -15604 0.27 0.41 0.68 3-4 -15693 0.50 0.47 0.97 4-5 -15693 0.27 0.43 0.70 5-6 -9884 0.11 0.30 0.41 BC FORCE AXL END CSI 7-8 8703 0.23 0.14 0.38 8-9 8887 0.24 0.16 0.40 9-10 15718 0.42 0.30 0.73 10-11 8936 0.24 0.20 0.45 11-12 8936 0.42 0.26 0.68 12-13 8742 0.41 0.26 0.67 WEB FORCE CSI NEB FORCE CSI 2-8 1899 0.28 4-10 -275 0.02 2-9 7046 0.38 5-10 7055 0.38 3-9 -369 0.02 5-12 1998 0.29 3-10 80 0.01 Plating spec : ANSI1TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 r+++t+t+++a+++tt++++++ Nall pattern shown Is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with hangers, use 3" nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as Indicated from the back plys, or use any other approved detail (by others). a+++++♦♦++tt♦+♦♦++t+++ 3-PLYI Nall w/10d BOX, staggered (per NDS) In: TC- 2 BC- 4 WEBS- 2 "PER FOOTI" Nail In layers or from each face. 3-10-15 3-10-15 3-PLYS 1 2 3 4 5 6 REQUIRED 6� 85# 13.6-0 -6 00 T 2-3-10 4-8 1 20-4-3 61 W:308 R:5207 U:-859 21 6-0 7 8 9 10 - - - 2-4 11 12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 3-10.15 17- 6.0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S): Support 1 -859 lb Support 2 -8591b This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 10.23 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS Dir L.Pif L.Loc R.Plf R.Loc LLITL TC Vert 62.00 0.0.0 62.00 4-0-0 0.65 TC Vert 93.00 4-0-0 93.00 17- 6- 0 0.65 TC Vert 62.00 17-6-0 62.00 21-6-0 0.65 BC Vert 395.00 0.0.0 395.00 21- 6- 0 0.45 Type... WE X.Loc LLrrL TC Vert 54.6 4-0.0 1.00 TC Vert 30.0 4.0.0 0.00 TC Vert 54.6 17-6-0 1.00 TC Vert 30.0 17-6-0 0.00 T 8 2-3-10 HIP IS T64,21 B2 W:308 R:5206 U:-859 13 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk• ABCD Dsgnr: ABCD TC Live 20.00 psf Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf ® 'that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install BC Live 0.00 psf - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, BC Dead 10.00 'ANSI/TPI 1', 1NTCA V- Wood Truss Council of America Standard Design Responslbilities,'BUILDING COMPONENT SAFETY INFORMATION' - psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf MAX DEFLECTION (span) : U999 MEM 9-10 (LIVE) LC 1 L= -0.25" D= -0.26" T= -0.51" Jolnt Locations = 1 0.0.0 8 3.6-12 2 3.8.8 9 8-4-4 3 8.4.4 10 13-1.12 4 13.1.12 11 17- 0- 0 5 17- 9.8 12 17-11- 4 6 21.6.0 13 21-6.0 7 0.0.0 0L. �UStsct 31- 008 Tac OF CAO����. 2/13/2007 Scale: 7132" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.04 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: FLT Qty: 1 Drwg: BED x -LAC REACT SIZEREQ'D TC 1.50x3.50 DFL #1 1 0- 1-12 693 3.50 . 1. 5o• BC 1.50x5.50 DFL #2 2 6- 1- 4 662 3.50• 1.50• WEB 1.500.50 DFL STANDARD BRG REQUIREMENTS shorn are based ONLOrainage must be provided to avoid ponding. on the truss material at each beario®LATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads TC FORCE Axr. BND CS1 only unless noted otherwise. 1-2 -474 0.00 0.24 0.24 Extensions above or below the truss profile 2-3 -474 0.00 0.24 0.24 (If arty) have been designed for loads Indicated only. Horizontal loads applied at BC FORCE AxL. END CSI the end of the extensions have not been 4-5 0 0.00 0.11 0.11 considered unless shown. Adrop-leg to an 5-6 0 0.00 0.11 0.11 otherwise unsupported wall may create a hinge effect that requires additional design NSB FORCE CSI WEB FORCE Csi consideration (by others). 1-4 -516 0.08 3-5 632 0.28 1-5 632 0.28 3-6 -516 0.08 2-5 -469 0.07 3-" B1 W:308 R:683 U:446 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Permanent bracing Is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSVrPI 1. 1 2 3 85#1 85#� 3-4 1.5-4 3.4 B2 W:308 R:662 6-3-0 U:-142 4 5 6 UPLIFT REACTION(S): Support 1 -146 lb Support 2 -142 lb This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone HurricanefOcean Line = No, Exp Category = C Bldg Length = 90.00 it, Bldg Width = 40.00 ft Mean roof height = 10.58 it, mph = 80 UBC Essential Facility, Dead Load = 17.0 psi -------LOAD CASE #1 DESIGN LOADS --- Dir L.Ptf L.Loc R.PIf R.Loc LL/TL TC Vert 62.00 0.0.0 62.00 2-3-0 0.65 TC Vert 124.00 2.3.0 124.00 4.0.0 0.65 TC Vert 62.00 4.0.0 62.00 6-3-0 0.65 BC Vert 112.00 0-0-0 112.00 6-0-0 0.36 BC Vert 30.00 6-0-0 30.00 6-3-0 0.00 Type... lbs X.Loc LL/TL TC Vert 54.6 2- 3- 0 1.00 TC Vert 30.0 2.3- 0 0.00 TC Vert 54.6 4-0-0 1.00 TC Vert 30.0 4-0-0 0.00 MAX DEFLECTION (span) : LJ999 MEM 45 (LIVE) LC 1 L= -0.01" D= -0.01" T= -0.01" Joint Locations = 1 0-0-0 4 0-0-0 2 3-1-85 3-1-8 3 6.3.0 6 6.3-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This designIs for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: ABCD Dsgnr' ABCD ' TC Live 20.00 psf Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 ASSISTANCE noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf - and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 'ANSVTPI 1'. `WTCA V - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION' - psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin $3719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 41.00 psf 2/13/2007 Scale: 17/32" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.04 O:C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: G1 Qty: 1 Drwg: ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 1658 3.50• 1.77• BC 2x4 DFL #1 2 19-10- 4 1658 3.50• 1.77 . WEB 2x4 DFL STANDARD BRG REQDIRBtiBNTS shoeva are based ONLhumber shear allowables are per NDS. on the truss material at each bearirlitrainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC FORCE AXL END CSI TC as Indicated. Lumber must be structural 1-2 -2770 0.10 0.24 0.34 grade. Brace Q 24" o.c. unless noted. 2-3 -3170 0.19 0.60 0.80 3-4-3170 0.19 0.60 0.80 4-5 -2770 0.10 0.24 0.34 BC FORCE AEL HND CSI 6-7 2416 0.40 0.17 0.56 7-8 2427 0.40 0.13 0.53 8-9 2427 0.40 0.13 0.53 9-10 2416 0.40 0.17 0.56 WEB FORCE CSI WEB FORCE CSI 2-7 205 0.11 4-8852 0.38 2-8 852 0.38 4-9 200 0.11 3-8 -664 0.11 T 3-3-10 3 =0-4-3 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSIITPI 1. PLATING BASED ON GREEN LUMBER VALUES. 5-10-15 5-10-15 6� 6.00 248# fib This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5-10.15 14.0.0 UPLIFT REACTION(S) : Support 1 -281 Ib Support 2 -281 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 it, Bldg Width = 40.00 ft Mean roof height = 10.73 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf LOAD CASE #1 DESIGN LOADS ---- Dir L.PIf L.Loc R.PIf R.Loc LL/TL TC Vert 82.00 -1.0.0 82.00 0.0.0 0.49 TC Vert 62.00 0-0-0 62.00 6.0.0 0.65 TC Vert 124.00 6- 0.0 124.00 14.0.0 0.65 TC Vert 62.00 14-0-0 62.00 20.0.0 0.65 TC Vert 82.00 20.0-0 82.00 21-0-0 0.49 BC Vert 40.00 0-0-0 40.00 20.0.0 0.00 ...Type... lbs X.Loc LLrrL TC Vert 60.0 -1- 0- 0 1.00 TC Vert 1602 6.0.0 1.00 TC Vert 88.1 6.0.0 0.00 TC Vert 1602 14- 0- 0 1.00 TC Vert 88.1 14.0.0 0.00 TC Vert 60.0 21-0.0 1.00 T. 3-9-0 SHIP =0-4-3 B1 B2 W:308 W:308 R:1658 R:1658 U:-281 U:-281 1i X10-+ i 20-0-0 _ 6 7 8 - 9 10 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. DESIGN WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This designis for an Individual building component not truss system it has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit: ABCD Dsgnr: ASCD TC Live 20.00 psf ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 11.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf - and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software. BC Dead 10.00 'ANSVTPI 1'. WrCA V - Wood Truss Council of America Standard Design Responsibililies,'BUILDING COMPONENT SAFETY INFORMATION'. psf 793 Camellia Dr., Paradise CA 95969 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf MAX DEFLECTION (span) : U999 MEM 8-9 (LIVE) LC 1 L= -0.09" D= -0.10" T= -0.19" Joint Locations 1 0-0-0 6 0-0-0 2 5-8-8 7 5-6-12 3 10.0-0 8 10.0.0 4 14.3-89 14.5.4 5 20.0.0 10 20.0.0 Fo Bs,CAI %Al=c,�F: 0.30989 3 i 2003 n sT�Tc G= CAUFC��`\ 2/13/2007 Scale: 3/16" = 1' WO: kettie06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Segn T6.5.2 - 0 Job Name: kettle06 Truss ID: G2 Qty: 1 Drwg: BEG x -LOC RRACT Sizes REQ;B TC 2x4 DFL #1 1 0- 1-12 962 3.50• 1. so• BC 2x4 DFL #1 2 19-10- 4 962 3.50• 1.50• WEB 2x4 DFL STANDARD BEG REQBIREI48NTS shown are based ONUMaded for 10 PSF non -concurrent BCLL. on the trues material at each beario0ontinuous lateral bracing attached to flat TC as Indicated. Lumber must be structural TC FORCE ARL BNB CS1 grade. Brace @ 24" o.c. unless noted. 1-2 -1427 0.02 0.14 0.16 2-3 -1176 0.01 0.14 0.16 3-4 -1025 0.02 0.30 0.32 4-5 -1171 0.01 0.15 0.16 5-6 -1426 0.02 0.14 0.16 , BC FORCE A8L END CSI 7-8 12260.20 0.06 0.26 8-9 1224 0.20 0.06 0.26 9-10 1020 0.17 0.07 0.24 ' 10-11 1223 0.20 0.07 0.27 11-12 1225 0.20 0.06 0.26 NEBFORCE CSI NSB FORCE CSI 2-8 69 0.03 4-10 245 0.10 2-9 -252 0.07 5-10 -252 0.07 3-9243 0.10 5-11 70 0.03 3-10 132 0.08 T 4-3-10 3.5• =A-4-3 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.23 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 7-1 7-10-15 1 2 4 5 6� 6� 4-0-0-� -600 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-10.15 12- 0.0 UPLIFT REACTION(S): Support 1 -168 lb Support 2 -169 lb B7 82 W:308 W:308 R:962 R:962 U:-168 U:-169 20-0-0 7 8 9 10 11 12 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 1 L= -0.03" D= -0.04" T= -0.07" Joint Locations 1 0.0-0 7 0-0.0 2 4-3-4 8 4-3-4 3 7-8-8 9 7-8-8 4 12-3-8 10 12-3-8 5 15.8-12 11 15- B-12 6 20.0-0 12 20-0.0 Sc EX . �3i- 003 1r NI TC OF Ci� 2/13/2007 Scale: 3/16" = 1' WO: keftle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.5.2 - 0 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer Chk: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Osgnr•' ABCD are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DESIGNutilized on this design most or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf ASSISTANCE Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othemise TC Dead 11.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf - ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVrPI 1% WTCA V- Wood Truss Council of America Standard Design Responslbiltlies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, ' Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 900, Washington, DC 20039. TOTAL 41.00 psf MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 1 L= -0.03" D= -0.04" T= -0.07" Joint Locations 1 0.0-0 7 0-0.0 2 4-3-4 8 4-3-4 3 7-8-8 9 7-8-8 4 12-3-8 10 12-3-8 5 15.8-12 11 15- B-12 6 20.0-0 12 20-0.0 Sc EX . �3i- 003 1r NI TC OF Ci� 2/13/2007 Scale: 3/16" = 1' WO: keftle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: G3 Qty: 2 Drw : BRG x -LOC REACT SIZE REp•D• TC 2x4 DFL #1 Plating spec :ANSI/TPI-1995 UPLIFT REACTION(S): 1 0- 1-12 962 3. So• 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support1 -1731b 2 19-10- 4 962 3.50• 1. so• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -173 Ib BRG REQUIREMENTS shown are based ONLbbaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. UBC -97 Code. utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE Bldg Enclosed = Yes, Importance Factor = 1.15 TC FORCE AYL arm CSI Rep Mbr Bnd 1.15 Truss Location = End Zone 1-2 -1389 0.01 0.25 0.26 psf Hurricane/Ocean Line =No, Exp Category =C 2-3 -1230 0.01 0.25 0.26 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install Bldg Length = 90.00 it, Bldg Width = 40.00 ft 3-4 -1230 0.01 0.25 0.26 Mean roof height= 11.76 ft, mph = 80 4-5 -1389 0.01 0.25 0.26 Design Spec UBC Essential Facility, Dead Load = 17.0 psf BC FORCE A%L HND CSI psf UBC. -97 6-7 1191 0.19 0.13 0.33 (SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ Is located at 583 D'Onofrio Drive, Madison, 7-8 791 0.08 0.20 0.28 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. B-9 1191 0.19 0.13 0.33 Seqn T6.5.2 - 0 WEB FORCE CSI WEB FORCE CSI 2-7 -288 0.07 3-8 451 0.20 3-7 451 0.20 4-8 -288 0.07 10-M i 10-041) i 1 2 3 4 5 6� -6.00 5-6 1.5-4 1.5-4 5-0-3 5-0-4 5-9-15 7 SHIP 1. 3.5-4 3.5-4 =0.4-3 =D s� s a -4-3 B1 W:308 R:962 U:-173 11-0-01 7 8 B2 W:308 R:962 U:-173 9 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 15 L=-0.05" D=.0.05" T=.0.10" = Joint Locations =- 1 0- 0.0 6 0- 0.0 2 5- 3- 4 7 6-10.3 3 10- 0.0 8 13-1-13 4 14- 8.12 9 20- 0.0 5 20-0-0 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' ABCD ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.15 P=1.15 DESIGN utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord ASSISTANCE is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directlyattached, unless otherwise TC Dead 11.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf - ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallabie as output from Truswal software, BC Dead 10.00 Design Spec 'ANSIn PI 1'. WTCA V -Wood Truss Council of America Standard Design Responslbilities,'BUILDING COMPONENT SAFETY INFORMATION' - psf UBC. -97 793 Camellia Dr., Paradise CA 95969 (SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: G3G Qty: 2 Drw : BEG x -LOC REACT SIZE REQ•D TC 1.50x3.50 DFL #1 Plating spec : ANSUTPI -1995 UPLIFT REACTION(S): 1 0- 1-12 1502 3.50• 1-50• 1.50x5.50 DFL SS 3-5 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -255 lb 2 19-10- 4 5490 3.50• 3.50° BC 1.50x725 LVL 1.65ETSLSL MULTIPLE LOAD CASES. Support 2 -932 lb BEG REQDIRSt1811TS shorn are based OtrtlpEB 1.50x3.50 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss Is designed using the oa the truss material at each beariabumber shear allowables are per NDS. Loaded for 10 PSF non -concurrent BCLL. UBC -97 Code. TOTAL 41.00 psf • - Segn T6.5.2 - 0 Permanent bracing Is required (by others) to ...................... Bldg Enclosed = Yes, Importance Factor =1.15 TC FORCE AXL BHD CSI prevent rotation/toppling. See BCSI 1-03 Nall pattern shown Is for PLF loads only. Truss Location = End Zone 1-2 -2542 0.01 0.17 0.19 and ANSUTPI 1. Concentrated loads MUST be distributed to Hurricane/Ocean Line = No, Exp Category = C 2-3 -2409 0.01 0.17 0.19 PLATING BASED ON GREEN LUMBER VALUES. each ply equally. On multi -ply with hangers, Bldg Length = 90.00 It, Bldg Width = 40.00 ft 3-4 -4257 0.02 0.32 0.34 2-PLYI Nail w/10d BOX, staggered (per NDS) use 3" nails min. Into the carrying member. Mean roof height = 11.76 ft, mph = 80 4-5 -4495 0.02 0.93 0.95 In: TC- 2 BC- 2 WEBS- 2 "PER F00TI- For more than 2 ply, use additional fasten- UBC Essential Facility, Dead Load = 17.0 psf ers as Indicated from the back plys, or use LOAD CASE #1 DESIGN LOADS --- BC FORCE AXL BND CSI any other approved detail (by others). Dir L.Plf L.Loc R.Pif R.Loc LL/TL 6-7 2236 0.04 0.05 0.09 +♦+++t+a+a.♦+t+t++t++♦ TC Vert 62.00-1-0.0 82.00 0.0-0 0.49 7-8 2035 0.04 0.23 0.27 TC Vert 62.00 0-0.0 62.00 20-0.0 0.65 8-9 4315 0.08 0.68 0.76 BC Ven 20.00 0.0.0 20.00 20-0-0 0.00 GE.R 0.00 0.28 0.28 ...Type... lbs X.Loc LL/TL TC Vert 60.0 -1- 0- 0 1.00 PLEB FORCE CSI WEB FORCE CSI BC Vert 5210.0 17- 9-12 0.49 2-7 -331 0.03 3-8 3212 0.71 3-7 -281 0.03 4-8 -1163 0.07 MAX DEFLECTION (span) : U999 MEM 8.9 (LIVE) LC 1 L=-0.15" 0=.0.16" T=-0.31" = Joint Locations == 1 0- 0.0 6 0- 0- 0 2 5- 7- 0 7 6-11- 3 3 10.0-0 8 12 I 10-0-0 F 10-0-0 4 14- 2.12 9 20- 0.0 2 -FLYS 1 2 3 4 5 5 20-0-0 REQUIRED 6� 700 t - 5-43 =0-43 7-8 5-9-15 .5-4 SHIP MD -43 B1 B2 W:308 W:308 R:1502 5210# R:5490 U:-255 U:-932 20-" 6 7 8 9 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system It has been based onspecifications provided by the component manufacturer Chk• ABCD ® . DESIGN .ASSISTANCE and done In accordance with the current versions of TPI and AFPA design standards. No responsibllity Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication, The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Dsgnr: ABCD TC Live 20.00 psf TC Dead 11.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.04 - ® envn iroment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 793 Camellia Dr., Paradise CA 95969 - 'ANSFTPI I . . WTCA V - Wood Truss Council of America Standard Design Responsibilides,'SUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute /TPI) is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf Design Spec UBC -97 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf • - Segn T6.5.2 - 0 Lob Name: kettle06 Truss ID: G4 Qtv: 8 Drwa: BEGE-LOC REACT SIZE RRQ'D TC 2x4 DFL #1 Io- 1-12 869 3.50• 1.50• BC 2x4 DFL #1 2 17- 7- 0 727 HGR 1.50• WEB 20 DFL STANDARD BEG REQDIRENENTS shown are based ONIhIbaded for 10 PSF non -concurrent BCLL. on the trues material at each bearing 5 17-8-12 BRG HANGER/CLIP NOTE 793 Camellia Dr., Paradise CA 95969 2 HUS21 BC Dead 10.00 psf Support Connections)/Hanger(a) are not designed for horizontal loads. TOTAL 41.00 psf SHE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXL SND CSI 1-2 -1189 0.01 0.25 0.26 2-3 -1031 0.01 0.25 0.26 3-4 -824 0.01 0.21 0.22 4-5 78 0.01 0.21 0.22 BC FORCE AYL END CSI 6-7 1013 0.17 0.15 0.31 7-8 613 0.06 0.21 0.27 8-9 656 0.06 0.19 0.25 NSB FORCE CSI NRB FORCE CSI 2-7 -285 0.07 4-8 136 0.04 3-7 455 0.20 4-9 -918 0.24 3-8 158 0.06 5-9 136 0.04 5 43 =0-4-3 Plating Spec: ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 PLATING BASED ON GREEN LUMBER VALUES. 1 10-0-0 I 7-8-12 i 1 2 3 4 5 600 - 5-0 6.00 3-4 B1 W:308 R:869 U:-161 UPLIFT REACTION(S): Support 1 -161 Ib Support 2 -131 Ib This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height =. 11.76 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 5-9-15 1.5-4 SHIP 1-113 B2 HUS26 W:308 R:727 1-0-0 I U:-131 17-8-12 6, 7 8 9r23�- STUB MAX DEFLECTION (span) : U999 MEM 7.8 (LIVE) LC 15 L= -0.04" D= -0.04" T= -0.08" = Joint Locations = -_ 1 0.0-0 6 0-0.0 2 5- 3= 4 7 6-10.3 3 10-0-0 8 13.1-13 4 14.8-12 9 17-8-12 5 17-8-12 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 FrES; 3 W' -C .308 3.3}21 8 OF 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 ® DESIGNutilized ASSISTANCE _ ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Chk' ABCD Dsgnr: ABCD TC Live 20.00 psf TC Dead 11.00 psf BC Live 0.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 793 Camellia Dr., Paradise CA 95969 'ANSFTPI V,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) 8nd'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute ITPI) is located at 583 D'Onofdo Drive, Madison, BC Dead 10.00 psf Design Spec UBC -97 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: G5 Qtv: 2 Drwa: BEG x -Loc REACT siz6 RRQ'D TC 2x4 DFL #1 1 0- 2- 9 719 1.88• 1.50• BC 2x4 DFL #1 2 17- 7- 0 724 NOR 1.50• WEB 2x4 DFL STANDARD BEG REQUIREMENTS shown are based ONIftaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing 5 17-7-2 BEG HANGER/CLIP NOTE 2 HDS26 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 Support Connections)/Hanger(s) are that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1% %TCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, , not designed for horizontal loads. O.C.Spacing 2- 0- 0 Design Spec UBC -97 SRBSI"SON CATALOG Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street. NW, Ste 800, Washington, DC 20036. FORADDITIONAL INSTALLATION NOTES Seqn T6.5.2 - 0 TC FORCE Ax'LBND CSI 1-2 -1176 0.01 0.23 0.24 2-3 -1018 0.01 0.23 0.24 3-4 -820 0.01 0.21 0.22 4-5 78 0.01 0.21 0.22 BC FORCE AXL BND CSI 6-7 998 0.10 0.20 0.30 7-8 609 0.06 0.20 0.37 8-9 653 0.06 0.19 0.25 WEB FORCE CSI WEB FORCE CSI 2-7 -278 0.07{-8 136 0.04 3-7 442 0.20 4-9 -914 0.24 3-8 159 0.06 5-9 136 0.04 Plating spec : ANSVTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 PLATING BASED ON GREEN LUMBER VALUES. 9-10-6 I 7-8-12 1 2 3 4 5 600 -6.6.000 5-6 UPLIFT REACTION(S): Support 1 -125 lb Support 2 -130 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.76 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psf 5-43 SHIP .5-4 T 1-5-13 1 3-4 B1 B2 W:114 HUS26 R:719 W:308 U:-125 R:724 17-7-2 U:-130 0-1-10 �6 7 8 9. 2-3-4 STUB STUB MAX DEFLECTION (span) : U999 MEM 7-8 (LIVE) LC 15 L= -0.04" D= -0.04" T= -0.08" = Joint Locations = = 1 0.0.0 6 0.0.0 2 5-1.10 7 6-8-9 3 9.10.6 8 13.0-3 4 14-7-2 9 17.7-2 5 17-7-2 Dsgnr• ABCD All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/13/2007 Scale: 1/4" = 1' VVHKN IN U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer Chk' ABCD ® DESIGN ASSISTANCE . and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed b the local building code and the particular application. The design assumes that the to chord y 9 in 9 P Is laterally braced by the roof or boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Dsgnr• ABCD TC Live 20.00 psf TC Dead 11.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 _environment ® 793 Camellia Dr., Paradise CA 95969 that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1% %TCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, , BC Live 0.00 psf BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: G6 Qty: 1 . Drw : TC 2x4 DFL #1 Plating spec: ANSUTPI -1995 This truss is designed using the BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. GBL BLK 2x4 DFL STANDARD MULTIPLE LOAD CASES. Bldg Enclosed = Yes, Importance Factor = 1.15 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone PLATING BASED ON GREEN LUMBER VALUES. Gable verticals are 2x 4 web material spaced Hurricane/Ocean Line = No, Exp Category = C at 16.0 " o.c. unless noted otherwise. Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Top chord supports 24.0 " of uniform load Mean roof height = 11.76 ft, mph = 80 at 20 psf live load and 11 psf dead load. UBC Essential Facility, Dead Load = 17.0 psf Additional design considerations may be required If sheathing Is attached. [+] Indicates the'requlrement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"Intervals. Bracing Is a result of wind load applied to member.(Combirtation axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs In the truss plane and creating shear wall action to resist diaphragm loads. 5-4-3 ' 3-4 Z0-5-0 1 9-10-6 1 7-8-12 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 600 -6.0�o 3-4 2-4 1 17-7-2 0-1-10 X15 16 17 18 19 20 21 22 23 24 25 26 27 .2-3-4 STUB STUB TYPICAL PLATE: 1.5-4 _= Joint Locations 1 0-0.0 15 0-0.0 2 2-8-0 16 2-8.0 3 4-0-0 17 4-0-0 4 5-4-0 18 5-4-0 5 6-8-0 19 6-8-0 6 8-0-0 20 8-0.0 7 9-4.0 21 9-4-0 89-10-6 22 10.8-0 9 10.8-0 23 12-0.0 10 12'0-0 24 13-4.0 11 13'4' 0 25 14-8-0 12 14-8-0 26 16-0-0 13 16-0.0 27 17- 7- 2 14 17.7- 2 - q;kC)FcSS/d4 � l (-1 [i 4— 30989 1-2808 FC OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/13/2007 Scale: 1/4" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 VVAKIV INU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® DESIGNutiliwd ASSISTANCE This design Is for an Individual building component, not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Chk• ABCD Dsgnr: ABCD TC Live 20.00 psf TC Dead 11.00 psf - ® environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate. handle. Install - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 793 Camellia Dr., Paradise CA 95969 'ANSVTPI 1', MICA V -Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf 2/13/2007 Scale: 1/4" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 lJob Name: kettle06 Truss ID: K1 Qtv: 1 Drwa: BRG8-LOC REACT SIZE RsQ'D TC 2x4 DFL #1 1 0- 1-12 243 3.50• 1.50• BC 2x4 DFL #1 2 5- 6- 0 423 3.50• 1.50• WEB 2x4 DFL STANDARD 3 10-10- 4 243 3.50• 1.50• Marts all Interior bearing locations. BRG REQUIREMENTS shown are based ONISrainage must be provided to avoid ponding. on the truss material at each bearim@ontinuous lateral bracing attached to flat TC as indicated. Lumber must be structural TC FORCE A%L BND CSI grade. Brace @ 24" o.c. unless noted. 1-2 -356 0.00 0.04 0.04 This tniss Is designed using the 2-3 -315 0.00 0.29 0.29 UBC -97 Code. 3-4 -315 0.00 0.29 0.29 Bldg Enclosed = Yes, Importance Factor =1.15 4-5 -356 0.00 0.04 0.04 Truss Location= End Zone Hurricane/Ocean Line = No, Exp Category = C BC FORCE ASL BND CSI Bldg Length = 90.00 ft, Bldg Width = 40.00 ft 6-7 312 0.04 0.12 0.16 Mean roof height = 9.73 ft, mph = 80 7-8 315 0.05 0.12 0.17 UBC Essential Facility, Dead Load = 17.0 psi 8-9 315 0.05 0.12 0.17 9-10 312 0.04 0.12 0.16 NEB FORCE CSI NRB FORCE CSI 2-7 75 0.03 4-9 75 0.03 3-8 -309 0.05 1-3-10 3-0 1 ID -4-3 61 W:308 R:243 U:-48 Plating Spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Install Interior support(s) before erection. Permanent bracing Is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSVTPI 1. PLATING BASED ON GREEN LUMBER VALUES. 1-10-15 1 1-10-15 1 2 3 4 5 600 7-0-0 6� W:308 R:423 11-0-0 U:-90 6 7 8 9 10 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 1-10.15 9-0-0 UPLIFT REACTION(S): Support 1 -48lb Support 2 -901b Support 3 -481b -------LOAD CASE #1 DESIGN LOADS - Dir L.PIf L.Loc R.Plf R.Loc LL/TL TC Vert 62.00 0.0-0 62.00 2- 0.0 0.65 TC Vert 62.00 2-0-0 62.00 9- 0- 0 0.65 TC Vert 62.00 9-0-0 62.00 11.0.0 0.65 BC Vert 20.00 0-0-0 20.00 11.0.0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 2.4 2.0-0 1.00 TC Vert 1.3 2.0-0 0.00 TC Vert 2.4 9.0-0 1.00 TC Vert 1.3 9.0.0 0.00 .4 1-3-10 II SHIP 0-4-3 1 B3 W:308 R:243 U:-08 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 16 L= -0.02" D= -0.01" T- -0.03" -= Joint Locations = 1 0.0.0 6 0-0.0 2 1.8.8 7 1-6.12 3 5.6.0 8 5-6-0 4 9-3-8 9 9-5.4 5 11-0-0 10 11-0.0 � kOFESSoii, vvie .3t.•9$9 3 -2008 �P rF I:) F CA1.I P 2/13/2007 Scale: 13/32" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 - O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 WAKN IN U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® DESIGNutilized ASSISTANCE _ ® This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise notedBracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will rause lite rtalstura content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software,. Chk• ABCD Dsgnr: ABCD TC Live 20.00 psf TC Dead 11.00 psf BC Live 0.00 psf 793 Camellia Dr., Paradise CA 95969 'ANSIMPI 1', WrCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ Is located at 583 O'Onofrlo Drive, Madison, BC Dead 10.00 psf ' Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 41.00 psf MAX DEFLECTION (span) : L/999 MEM 8.9 (LIVE) LC 16 L= -0.02" D= -0.01" T- -0.03" -= Joint Locations = 1 0.0.0 6 0-0.0 2 1.8.8 7 1-6.12 3 5.6.0 8 5-6-0 4 9-3-8 9 9-5.4 5 11-0-0 10 11-0.0 � kOFESSoii, vvie .3t.•9$9 3 -2008 �P rF I:) F CA1.I P 2/13/2007 Scale: 13/32" = 1' WO: kettle06 DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 - O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: M1 Qty: 1 Drw : BEG I -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 256 3.50• 1.50• BC 2x4 DFL #1 Plating spec : ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF Required bearing widths and bearing areas 2 6- 1- 4 256 NOR 1.50• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. apply when truss not supported In a hanger. UPLIFT REACTION(S): BRG REQUIREMENTS shown are based ONtBrainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -251b on the truss material at each bearir6nd verticals are designed for axial loads PLATING BASED ON GREEN LUMBER VALUES. Support 2 -86 lb SAG HANGER/CLIP NOTE only unless noted otherwise. a HUS26 HORIZONTAL REACTION(S): This truss is designed using the Extensions above or below the truss profile Support Connection(s)/Hanger(s) are (if any) have been designed for loads support1 1271b support 2 127 Ib UBC -97 Code. not designed for horizontal loads. indicated only. Horizontal loads applied at noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Bldg Enclosed = Yes, Importance Factor =1.15 Truss Location = End Zone SEE SIMPSON CATALOG the end of the extensions have not been FOR ADDITIONAL INSTALLATION NOTES considered unless shown. A drop -leg to an - ® Hurricane/Ocean Line = No, Exp Category = C otherwise unsupported wall may create a O.C.Spacing 2- 0- 0 Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 10.73 ft, mph = 80 TC FORCE AIL END CSI hinge effect that requires additional design 1-2 BC Dead 10.00 psf UBC Essential Facility, Dead Load = 17.0 psf 154 0.00 0.27 0.27 consideration (by others). (SCSI "3) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 593 D'Onofrio Drive, Madison, 2-3 0 0.00 0.13 0.13 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. BC FORCE AIL END CSI 4-5 88 0.01 0.20 0.21 WEB FORCE CSI NEB FORCE CSI 2-5 -245 0.05 3-5 78 0.02 3-3-10 3-4 10-4-3 5-10-15 1 2 3 6r 00 "__9 I J-4 3.3-10 SHIP B1 B2 W:308 HUS26 R:256 W:308 U:-25 6.3-0 R:256 4 5 U:-86 MAX DEFLECTION (span) : U999 MEM 45 (LIVE) LC 1 L= -0.02" D= -0.05" T= -0.07" = Joint Locations 1 0.0-0 4 0.0-0 2 5- 9.0 5 6- 3.0 3 6.3-0 ' 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: •EJ. Wo: kettle06 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk• ABCD ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DESIGN are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet the loading Imposed Dsgnr: ABCD TC Live 20.00 psf DurFacs L=1.15 P=1.15 ASSISTANCE or exceed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 - ® environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Jolnt and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 793 Camellia Dr., Paradise CA 95969 'ANSI/rPl V,'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION* - BC Dead 10.00 psf Design Spec UBC -97 (SCSI "3) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 " Job Name: kettle06 Truss ID: M2 Qty: 2 Drw : ERG B -LOC REACT SIZE REQ -D TC 2x4 DFL #1 Plating Spec: ANSVrPI -1995 Required bearing widths and bearing areas 1 0- 1-12 1836 3.50^ 1.50" BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF appy when truss not supported in a hanger. 2 6- 1- 4 183a RGR 1. so" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. UPLIFT REACTIONS) : ERG REQDIREME S shorn are based ONlditlmber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 393 Ib on the cruse material at each bearirQennanent bracing is required (by others) to Loaded for 10 PSF non -concurrent BCLL. Support 2 -393 Ib ERG HANGER/CLIP NOTE prevent rotationfloppling. See BCSI 1-03 PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S): 2 Hanger TEs• and ANSUTPI 1. End verticals are designed for axial loads support1 1561b 'HANGER(S) TO BE ENGINEERED 2-PLYI Nail w/10d BOX, staggered (per NDS) only unless noted otherwise. support 2 156 lb Support Connection (s) /Hanger (s) are in: TC -2 BC -4 WEBS- 2 "PER FOOTI- Extensions above or below the truss profile This truss Is designed using the not designed for horizontal loads. (H any) have been designed for loads UBC -97 Code. Indicated only. Horizontal loads applied at Bldg Enclosed = Yes, Importance Factor =1.15 TC FORCE AxL BND CSI the end of the extensions have not been Truss Location = End Zone 1-2 103 0.00 0.48 0.48 considered unless shown. A drop -leg to an Hurricane/Ocean Line= No, Exp Category= C ' otherwise unsupported wall may create a Bldg Length = 90.00 it, Bldg Width = 40.00 ft BC FORCE AxL END CSI hinge effect that requires additional design Mean roof height = 10.66 ft, mph = 80 3-4 156 0.00 0.77 0.77 consideration (by others). UBC Essential Facility, Dead Load = 17.0 psf ---LOAD CASE 91 DESIGN LOADS NEB FORCE CSI NEE FORCE CSI D--ir L.PH L.Loc R.PH R.Loc LL/TL 2-4 -239 0.02 TCVert 62.00 0-0-0 62.00 6.3-0 0.65 BC Vert 525.00 0-0-0 525.00 6.3.0 0.47 2-PLYS REQUIRED 3-5-11 4 - JO -4-3 2 6.00 &_q B1 B2 W:308 W:308 R:1834 R:1834 U:-393 6.3-0 U:393 3 4l MAX DEFLECTION (span) : L/822 MEM 3.4 (LIVE) LC 1 L=-0.09" D=-0.09" T=-0.18" === Joint Locations 1 0- 0.0 3 0.0.0 2 6- 3.0 4 6- 3.0 . e i� C9SS � 1= ufi3 Y rF OF CAk,_\ C 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 ® DESIGNutilized ASSISTANCE This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Chk• ABCD Dsgnr: ARCD TC Live 20.00 psf TC Dead 11.00 psf DurFacs L=1.15 P=1.15 Rep Mbr Bnd 1.00 ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Repona' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 ' 793 Camellia Dr., Paradise CA 95969 'ANSFTPI 1, WTCA 1 - - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' . (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, BC Dead - 10.00 psf Design Spec UBC -97 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111119th Street. NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: M3 Qty: 1 Drw : BRG 1 X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating Spec: ANSI/TPI -1995 UPLIFT REACTION(S) : and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 0- 1-12 364 3.50' 1. So .8C 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -5 lb 2 6- 0-12 360 1.50' 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -267 Ib 3 T-11-11 21 1.50' 1.50' Mark all Interior bearing locations. Loaded for 10 PSF non -concurrent BCLL. Support 3 -78 Ib a 5-11- 4 70 1.50' 1.50' PLATING BASED ON GREEN LUMBER VALUES. Install Interior supports) before erection. HORIZONTAL REACTIONS) : ERG RES-11 shown are based OKLThis truss Is designed using the support 1 201 Ib on the truss material at each bearimUBC-97 Code. 'ANSUTPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf Design Spec UBC -97 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drive, Madison, Bldg Enclosed = Yes, Importance Factor =1.15 support 4 201 Ib TC FORCE AXL BND CSI Truss Location = End Zone 1-2 -158 0.01 0.36 0.38 Hurricane/Ocean Line = No. Exp Category = C 2-0 -69 0.00 0.36 0.36 Bldg Length = 90.00 it, Bldg Width = 40.00 ft 0-0 a 0.00 0.00 0.90 Mean roof height = 10.59 ft, mph = 80 UBC Essential Facility, Dead Load = 17.0 psi BC FORCE A%L END CSI 3-4 201 0.00 0.23 0.23 4-0 0 0.00 0.00 0.90 4 4.6 . 3-4 10.4-3 2 600 '62 W:108 11:360 U:-267 Ii1 B4 W:308 V1108 U:55 8.0.-P:706-0-12 8'7� 6-0-0 3 4l 3-4-3 B3 W:108 R:21 U:-78 4-10-2 SHIP - - MAX DEFLECTION (span) : U999 MEM 3-4 (LIVE) LC 18 L= -0.03" D= -0.05" T= .0.08" Joint Locations = 1 0.0- 0 3 0.0- 0 2 6- 0.0 4 6- 0.0 OVER 4 SUPPORTS 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chit' ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DESIGN are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by Dsgnr: ABCD TC Live 20.00 psf DurFacs L=1.15 P=1.15 the local building code and the particular application. The design assumes that the top chord Is laterally braced ASSISTANCE by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ' TC Dead 11.00 psf Rep Mbr Bnd 1.15 e ® environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install d brace this in Bl; Live 0.00 psf O.C.Spacing 2- 0- 0 antruss accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 793 Camellia Dr., Paradise CA 95969 'ANSUTPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf Design Spec UBC -97 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL ' 41.00 psf Seqn T6.5.2 - 0 ' Job Name: kettle06 Truss ID: J616 Qty: 1 Drw : ERGX-LOC 1 REACT SIZE REQ' D TC 2x4 DFL 01 Plating spec : ANSVTPI -1995 UPLIFT REACTIONS) : and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 0- 1-12 365 3.50 . 1.50• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -277 Ib a 6- 0-12 367 1.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -184 Ib 3 10- 0-12 254 1.50• 1.50• Mark all Interlor bearing locations. Loaded for 10 PSF non -concurrent BCLL. Support 4 -178 Ib 4 14- 0-12 239 1.50• 1.50• PLATING BASED ON GREEN LUMBER VALUES. Install Interior support(s) before erection. Support 5 -59 lb 5 15-10-15 51 1.50• 1.50• HORIZONTAL REACTION(S): This truss Is designed using the BC Dead 10.00 psf 6 5-11- 4 71 1.50• 1.50• support 1 406 lb UBC -97 Code. BRG REQDIREt NTs shown are based ONLrsupport 6 406 Ib Bldg Enclosed =Yes, Importance Factor =1.15 Seqn T6.5.2 - 0 on the tzvss material at each bearing Truss Location= End Zone Hurricane/Ocean Line = No, Exp Category = C TC FORCE A%L END CSI Bldg Length = 90.00 it, Bldg Width = 40.00 ft 1-2 -399 0.01 0.37 0.38Mean roof height= 10.59 ft, mph = 80 2-0 -231 0.00 0.37 0.37 UBC Essential Facility, Dead Load = 17.0 psf 0-0 -124 0.00 0.17 0.17 0-0 -45 0.00 0.16 0.16 ' 0-0 2 0.00 0.00 0.00 BC FORCE AXL BND CSI 3-4 406 0.00 0.34 0.24 4-0 0 0.00 0.00 0.00 8 4-0 =0.43 1 6.00 2 3 4 B5 W:108 R:51 U:-59 1 8-9-12 TSHIP 1-43 1 MAX DEFLECTION (span) : U999 MEM 3.4 (LIVE) LC 25 L= -0.03" D= -0.05" T= -0.08" = Joint Locations = 1 0- 0.0 3 0.0- 0 2 6.0.0 4 6- 0.0 p; 30989 P. 31-203 rF CA - OVER 6 SUPPORTS 2/13/2007 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: kettle06 This design Is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: ABCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DESIGN are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed Dsgnr: ABCD TC Live 20.00 psf DurFacs L=1.15 P=1.15 by the local building code and the particular application. The design assumes that the top chord laterally braced ASSISTANCEIs by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® environment that will cause the moisture content of the woad to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 and this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 793 Camellia Dr., Paradise CA 95969 'ANSUTPI V,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf Design Spec UBC -97 (BCSI 1.03) and'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20039. - TOTAL 41.00 psf Seqn T6.5.2 - 0 Job Name: kettle06 Truss ID: HRB Qty: 1 Drw : 3-4 389 0.00 0.24 0.24 sizR RSO • a TC 2x4 DFL #1 Plating spec : ANSVrPI -1995 Building Designer shall provide adequate BRG Y -LOC RRACr 4.94• 1.5o• BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF bearing area and anchorage. 1 0- 2-a 361 542 1.50• 1.50• SLIDER 2x4 DFL #1 & Btr. MULTIPLE LOAD CASES. ...........BEARING AREA REQUIRED ........... 2 g- 6_ 9 393 1.50• 1.50• Mark all Interior bearing locations. PLATE VALUES PER ICSO RESEARCH REPORT #1607. ID Brg Size Min Size -or- Min Area 3 12- 6- 9 579 1.50• 1.50• Permanent bracing is required (by others) to Install Interior support(s) before erection. 7 0-1-8 0-4-15 7Asgin 4 Is- 6- 9 545 1.50• 1.50• prevent rotation/toppling. See BCSI 1-03 PLATING BASED ON GREEN LUMBER VALUES. UPLIFT REACTIONS) : 5 20- 6- 9 95 1.50• 1.50• and ANSVTPI I. HORIZONTAL REACTION(S). Support 1 -741b 6 21-10- 5 37 1.50• a. 95• This truss is designed using the support 1 389 Ib Support 2 319 Ib 7 8- 5- 1 BRG RSQUIRmenm3 shown are based ONMC-97 Code. support 7 3891b Support 3 -1261b Support 4 -191111 on the txuss material at each bearizldg Enclosed - Yes, Importance Factor =1.15 Support 5 -138 lb Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Support 6 •82 Ib TC FORCE AxL BND CSI Bldg Length= 90.00 ft, Bldg Width= 40.00 ft 33-15 Support 7 •12 lb 1-2 -669 0.01 0.67 0.69 Mean roof height = 10.59 ft, mph = 80 B7 W:108 ---LOAD CASE 01 DESIGN LOADS ._ 1-2 -321 0.02 0.70 0.72 Essential Facility, Dead Load = 17.0 psi Dir L.PIf L.Loc R.PIf R.Loc LLFTL 2-0 -213 0.00 0.70 0.70 UBC TC Vert 82.00 -1- 9- 0 82.00 0.0- 0 0.49 0-0 -153 0.01 0.48 0.50 !� �x TE OF CAu1 TC Vert 0.00 0-0.0 109.60 7-0-13 0.65 0-0 103 0.00 0.48 0.48 8-5-13 TC Vert 54.80 7.0-13 169.91 21-11-1 0.65 0-0 -79 0.00 0.39 0.39 BCVert 0.00 0.0-0 823 1-7.12 0.00 0-0 -4 0.90 0.00 0.00 OVER 7 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. BC FORCE A%L BND CSI (span): M685 3-4 389 0.00 0.24 0.24 MEM 4.0 (LIVE) U685 MEM 4-0 (LIVE) LC 1 4-0 o 0.00 0.00 0.00 L= -0.14" D= -0.13" To -0.28- WEB FORCE CSI NSB FORCE CSI 1 - Joint Locations SLDRL 613 0.59 1 0- 0.0 3 0.0- 0 2 S. 5.13 4 8- 5.13 1 2 424 8W OB 8 11:579 w tos U:_191 8-0-15 6 b�ls;�;�°�fpyi 3-4 2 W:108 R:393 u:_,26 T SHIP �ti �g 3 d 3-4 R:542 U:-319 33-15 R3.4 MD -3-15 Bi W:415 B7 W:108 0089 -.. E; :. 3 -2003 r� 11:361 B-6-9 12 - 16-6.9 20-6M;11-1 • S� Chi!@ . \ U:74 !� �x TE OF CAu1 rLp� 8-5-13 - .. •• • r 41 3 A 2/13/2007 OVER 7 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = i' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: kettle06 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer • Chit: ARCD ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: ABCD are to be verified by the component manufacturer and/or building designer prior to fabricailon. The building designer must ascertain that the loads DESIGN utilixed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord directly attached, otherwise TC Live 20.00 psf DurFacs L=1.15 P=1.15 Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material unless TC Dead i i psf Rep Mbr Bnd 1.00 ASSISTANCE noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% andlor rause connector plate corrosion. Fabricate, handle, Install 0 Bl: Live 0.00 psf O.C.SpaCing 2. 0- 0 ® • and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avaltable as output from Truswal software, 'BUILDING - BC Dead 10.00 psf Design Spec UBC -97 •ANSirrP11•. TCA 1' -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - 1N 793 Camellia Dr., Paradise CA 95969 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPQ Is located at 593 D'Onofrio Drive, Madison, - Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 90o, Washington, Dc 20036. TOTAL , 41.00 psf Seqn T6.5.2 - 0 STANDARD GABLE END DETAIL 12 VARIESMATCH COM. TRUSS � LEDGER MINIMUM GRADE _ A A CORDS AND STUDS PER TRUSS DESIGN. ►� w I= (ox Q CGNTINGUS BEARING AS REQUIRED SPAN TO MATCH COMMON TRUSS . 4-10d NAILS MIN. gd ® 6" O.C. 2-10d TYP.-PLYWSOTODD SHDHE LTHINGBLOO 2X4 2' MAX EAVE W/ NO.2 OR BTR 4x2 OUTLOOKERS ® 32" O.C., DO NOT OVER CUT TOP CORD ® OUTLOOKER NOTCHES. SIMPSON A34 OR EQUIVALENT STRONGBACK LEDGER GABLE END SIMPSON ' A34 OR EQUIVALENT 2x CONTINOUS BACKING W/ 16d'S @ 24" O.C. MIN. GABLE TRUSS TO BACKING & BACKING TO TOP PLATE. 2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-0" O.C. SHALL BE ,PROVIDED AT EACH END OF BRACE. CONNECT AT END W/ 4-10d NAILS. MAX LENGTH IS 7'-0" STANDARD TRUSSES SPACED ..@ 24" O.C. ��ESS OF cxo DETAIL - NOTES: 1). 2X4 NO.2 OR BTR FOR LEDGER AND STRONGBACK NAILED TOGETHER W/ 10d NAILS @ 6" O.C. 2). 2X4 LEDGER NAILED TO EACH STUD WITH 3-10d NAILS. 3)..2X4 STRONGBACK TO BE NLEDGERECTEDTAND STRONGBACK AREEACH VERT. STUD/10d 1BOXTOE NAILSAI(0.131"DIAX3.0"LG) 4). THE 10d. NAILS SPECIFIED FOR THIS DETAIL IS APPLICABLE TO- STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1.). THE HORIZONTAL TIE MEMBER AT THE VERT OPH PE P. INGCSHALL LOADING BRACED @ 4'-0" MAX FOR BO MPH EXP. C WIND LOADING & 5'-0" FOR 70 M 2). MAX MEAN ROOF HEIGHT IS 30'. 3). MAX ROOF LIVE LOAD TO 40 NDS PER ARQUANY ARE QUGESTIONS. 4). PLEASE CONTACT TRUSS ENGINEER E TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX: -(719) 59B-8483 C.O.01003160 1/4/01 Users of Truswal engineering: The TrusPlusTM engineering software will correctly design the location requirements for permanent continuous :lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. - • In 'general, this bracing is .done by using Truswal Systems Brace= 9 BUTTE COUNTY MAY 0 2 2007 JIM PURSELL, P.E. 2360 BALDWIN AVE. DEVELOPMENT CALIFORNIA LIC. 60924 OROVILLE, CA 95966 SERVICES WASHINGTON LIC. 38121 PH. (530) 533-21 31 FAX (530) 534-0902 May 2, 2007 Butte County Building Dept. 7 County Center Drive Oroville, CA 95965 RE: Footing Inspection Correction Notice for Residence at Casa del Rey Subdivision, Permit #B07-0416, Contractor: Chris Kettle Dear Sirs: This letter is submitted to your department to verify that I have inspected the footing excavations, forms, and reinforcing steel at the above referenced project. Following are responses to the items of the correction notice dated 5-1-07 and signed by Inspector Richard Nixon (see attached): Item # 1. The contractor was unable to dig the footing to its full depth due to the presence of large rocks. However the vertical steel drilled and epoxied into the rocks will employ them as part of the foundation. The footing is also wider than required by the engineered plan. As the engineer of record, it ismy professional opinion that the footing and reinforcing steel is acceptable and adequate. Item #2. When I arrived on the evening of May'l S`, 2007, the footings were adequately clean of loose dirt and debris, and the reinforcing steel was properly suspended above the bottom of the trenches. Item #3. Although the footing excavations were not benched in exact conformance to the code, the slopes along the footings are not steep. When considering the fact that the footings are larger than required, the presence of extra reinforcing steel, monolithic pour, the geometric configuration of the foundation, and the nature of the soils at the site, it is my professional opinion that the foundation will be stable and stationary with very little or no chance of settlement or slippage. Thank you for your consideration. ArS�ipfpelursell, P.E. l iaM COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES i 7 County Center Drive • Oroville, CA • (530) 538-7541 I CORRECTION NOTICE -130-7-007(h' WNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re-inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. A11-7- Z J-7 Z i i Date Inspector REV 4/05 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 t I JIM PURSELL, P.E. CALIFORNIA LIC. 60924 WASHINGTON LIC. 381 21 May 2, 2007 Butte County Building Dept. 7 County Center Drive Oroville, CA 95965 BUTTE COUNTY MAY 0 2 2007 DEVELOPMENT 2360 BALDWIN AvE. SERVICES OROVILLE, CA 95966 PH. (530) 533-21 31 FAX (530) 534-0902 RE: Footing Inspection Correction Notice for Residence at Casa del Rey Subdivision, Permit #B07-0416, Contractor: Chris Kettle Dear Sirs: This letter is submitted to your department to verify that I have inspected the footing excavations, forms, and reinforcing steel at the above referenced project. Following are responses to the items of the correction notice dated 5-1-07 and signed by Inspector Richard Nixon (see attached): Item # 1. The contractor was unable to dig the footing to its full depth due to the presence of large rocks. However the vertical steel drilled and epoxied into the rocks will employ them as part of the foundation. The footing is also wider than required by the engineered plan. As the engineer of record, it is my professional opinion that the footing and reinforcing steel is acceptable and adequate. Item #2. When I arrived on the evening of May 1", 2007, the footings were adequately clean of loose dirt and debris, and the reinforcing steel was properly suspended above the bottom of the trenches. Item #3. Although the footing excavations were not benched in exact conformance to the code, the slopes along the footings are not steep. When considering the fact that the footings are larger than required, the presence of extra reinforcing steel, monolithic pour, the geometric configuration of the foundation, and the nature of the soils at the site, it is my professional opinion that the foundation will be stable and stationary with very little or no chance of settlement or slippage. Thank you for your consideration. Si erely Jim P sell, P.E. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 1307 Mk WNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. V&6 �' 1,)W F�y i Date — Inspector14 REV 4/05 Phone # :�—L)7� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 t BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 4459 CASA SIERRA VISTA Owner: Permit No: B07-0416 APN: 041-620-059 KETTLE, CHRISTOPHER JOHN Issued Date: 04/03/2007 By TMP Permit type: RESIDENTIAL 16 SLOPE OAKS CT Subtype: SFD-Custom/Model PARADISE, CA 95969 Expiration Date: 04/02/2008 Description: NSF 2452, GARAGE 724 Occupancy: R-3 Zoning: Contractor Applicant: Square Footage: KETTLE CONSTRUCTION KETTLE CONSTRUCTION Building Garage Remdl/Addn 16 SLOPE OAKS COURT 16 SLOPE OAKS COURT 2,452 724 PARADISE, CA 95969 PARADISE, CA 95969 Other Porch/Patio Total (530)877-0849 (530)877-0849 3,176 FEE INFORMATION CWIF SF $2,411.06 DBFIRE Fire Inspection (SRA) R $102.70 CWIF SF $2,132.89 DBFIRE SRA Fire Plan Review (S $102.70 CWIFAUD Impact Processing Audi $50.00 DBSMIP Residential $15.94 CWIFDDS Impact Processing Fee $50.00 DB R3 Dwelling -Custom, Model $1,908.27 DB R3 Dwelling -Custom, Model $1,272.18 DB SRA Fire Plan Check Fee $109.98 DBEH Building Review Fee $75.70 Total Charged: $8,231.42 Fees Paid: $8,231.42 Balance Due: $0.00 Receipt No: B2461 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License KETTLE CONSTRUCTION C626251 / / Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the X04/03/2007 basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500); Please check one of the following: a I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does Contractor's Signature Date G//3 O /( WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are notintended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by I y—I 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED LJ CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). Carrier: Policy Number: Exp. Date: (This section need not be competed if the peril is or one a hundred dollars ($100) or less. ❑IAM EXEMPT under Section B. & P.C. for this reason: FRD CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS LfJ ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers'X 04/03/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date c f 3 e provisions. X 04/03/2007 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and Slate laws relating to building Signature DateY 3 7 7 WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS U WFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this peril. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owner's behalf. 04/03/2007 CONSTRUCTION LENDING AGENCY 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner ❑ Contractor OR; DAgent for Owner ❑Agent for Contractor FILE COPY Lender's Address City State zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** OWNER INFORMATION Last Name �C FirsyNa�/ Mailing Address Z& Sljaae- City 4,16 State Zi Phone-)�7_�8,! 7 Fax E-mail APPLICANT INFORMATION ARCHITECT/ENGINEER CONTRACTOR Name E L Co,<15 A2" Address . O L O,AXS C°"— City��� Zip Stat Zi� Pho e 72­09 Fax E-mail Lic. # 6 ZS r Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name Address Address Ph6neg`7 09 City Fax State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name &,S jC Address Stat Zipv� Ph6neg`7 09 Occ. Fax E-mail APPLICANT I NATURE X PERMIT NO. IBIN # WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: c GcJ is Sq FT- Living ZySZ Garage Z Open cCov � ❑ Structure Built without Permits U > ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning (f Flood Zone SRA I Yes No Occ. Typd Const. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District _ ('r(�(`� Ick i Building Department No. 's Ta Rate Area No. A.P. Number 041-D �o Jurisdiction: City County Property Owner ) Property Location/Address CLI�R V 1,!kk paoAse, CA Subdivision Residential Development Eb No of Living Units Commercial/Industrial New Ira -07 no M Lot No. ....................................................................: Sq. Footage n /� �V) . Mobile Home Addition/. 'Supplemental to (Group R) Installation Conversion Permit # Cr. Demo - ( ) '(No foundation inspection) existing sq. ft. see attached ...................................................................................... y Net total sq. ft. �21y Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Addition Sq. Footage (Including Exterior ��r� Roofed Areas) 2� S� -!-(f7 Date District Identification No. School District certifies that ° 2��� has complied with the requirements of Resolution No. representing square feet. School District by payment of $ 1916 B 2926 $ FULL MITIGATION $ Date Paid by Check # Remarks:����` Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeforrn.xls (12/06)dmm BUTT�OUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Property Owner (s) Project Location /Address Subdivision Name New Development Building Permit Number - mfi Assessable Sq. Ftge 24 1 Type%�f Residential Development (check one) V Single Family -Detached Single Family -Attached g Y Alteration/Addition(s) _ Mobile home Demo Permit (date issued Comments: Non -Residential to Residential Mobile home replacement _D_1 Buildittlg Department R�'ffresentative Date FRRPD ❑ CARD 0 PRPD 0 DRPD certifies that: Multi -Family Dwelling verified by Assessor Department verified by Building Department (--,k ' i S Ve A -1-e. <i 7 -7 0� (4c! Applicant Name Phone Number I (�a 5 (n PC CS C' ns C T�6 vcp'a�rr Cp- 9 ;9-6 el - Mailing Address City State Zip Has complied with a uire ents of the Butte County Board of Supervisors Resolution No. by Payment of: O Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: Recreation and Park District Representative Paid by Cash: KAFORMSWILDING FORMS\park-rec standard form rev Ldoc per unit for a total of $ per sq foot for a total of $ Receipt No: Date aoa � BUTTE COUNTY FEE SUMMARY Printed: 03/05/2007 7 County Center Drive 10:44 am Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-0416 Job Address: CASA SIERRA VISTA Contractor: KETTLE CONSTRUCTION 16 SLOPE OAKS COURT PARADISE, CA 95969 Fee Description Account Number Fee Amount Paid Date Pmt Amt CWIF SF CWIFFIREF SF 1851-0-280-1011852 $366.35 CWIFFIREVE SF 1851-0-280-1011853 $707.16 CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Plan Rvv 0010-440001-4210500-1010 $1,272.18 03/05/2007 $1,272.18 DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $1,908.27 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 03/05/2007 $75.70 DBFIRE Fire Inspection (SRA) R 0100-450001-4617240-1010 $102.70 03/05/2007 $102.70 DBFIRE SRA Fire Plan Review (S 0100-450001-4617240-1010 $102.70 03/05/2007 $102.70 DB SRA Fire Plan Check Fee 0010-440001-4210500-1010 $109.98 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFSHERFVE SF 1840-0-280-1011842 $152.72 CWIFGGF SF 1808-0-280-101001 $664.81 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 DBSMIP Residential 1001-0-280-1011298 $15.94 Printed By: Gwyn Benedict 89231.42 $19553.28 Balance Due: $6,678.14 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 03/05/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR ( PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-0416 Location: CASA SIERRA VISTA Parcel Number: 041-620-059 Owner Name: KETTLE, CHRISTOPHER JOHN & Description: NSF 2452, GARAGE 724 Date: 03/05/2007 By: GLB Sub Type: SFD-Custom/Model Phone: The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 ✓�� Bather Ri�v�e�r�Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 '1 '6 W1i(Ql %oive. Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 ❑ ❑ Other: Signature of Property Owner: Date: 03/05/2007 FILE Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 E Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext: 105 ' l�tj Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 -b coar, 1! OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions WE] City of Bigtanning Departm t, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: � L Co f -AX ❑ ❑ Other: ❑ ❑ Other: Signature of Property Owner: Date: 03/05/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: O Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at hM2://municipalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-0416 Location: . CASA SIERRA VISTA Parcel Number: 041-620-059 Date: 03/05/2007 Owner Name: KETTLE, CHRISTOPHER JOHN & Phone: Description: I NSF 2452, GARAGE 724 Signature of Property Owner: Date: 03/05/2007 FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds f" S National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-0416 Location: CASA SIERRA VISTA Parcel Number: 041-620-059 Owner Name: KETTLE, CHRISTOPHER JOHN & Description: NSF 2452, GARAGE 724 Date: 03/05/2007 By: GLB Sub Type: SFD-Custom/Model Phone: By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB l acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: FILE Date: 03/05/2007 i AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 26 -Mar -2007 2007-0014737 Has not been compared vith original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Ste- 'n tI State of California County of T'J� PROPERTY OWNERS: Stacey L t\t On MWQV� C� —LM \ before me, i personally appeared S�C%C� u c _' �� personally known to me (or proved to me on theJbasis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. CHERI HOVEY Signature _ Seal:' 01'@ Comm. #1646779 0 !R NOTARY PUBLIC CALIFORNIA 0 BUTTE COUNTY 1 ��yy � My Commission Expires Feb. 21, 2010 A. P. # Oy \ -\S113- DscQ .i . :z EXHIBIT "A" THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCELI: LOT 51, AS SHOWN ON THAT CERTAIN MAP .ENTITLED, "CASA DEL REY, UNIT NO. 3, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 87, 88, AND 89. APN 041-620-060-000 PARCEL II:: AN EASEMENT FOR ROAD PURPOSES OVER LOT A, RV STORAGE OVER LOT B, AND SEWER DISPOSAL OVER LOT C, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY .UNIT #1", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 25, 2000, IN BOOK 149 OF MAPS, AT PAGES 56 THROUGH 61. PARCEL III: AN EASEMENT FOR INGRESS AND EGRESS 40 FEET WIDE LYING 20 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED LINE: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: THAT PORTION OF THE LANDS OF ROBERT CONWAY BEING A PORTION OF THE NORTHWEST ONE QUARTER OF THE NORTHWEST ONE QUARTER OF SECTION 6,. TOWNSHIP 21 NORTH, RANGE 4 EAST, M.D.M, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY FOR ROBERT CONWAY, FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 22, 1985, UNDER BOOK 101 OF RECORD OF SURVEYS, AT PAGE 9, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SECTION 6; THENCE NORTH 89° 28'22" EAST, ALONG THE NORTHERLY BOUNDARY OF SAID SECTION 6, 868.88 FEET TO A POINT ON THE WEST RIGHT OF WAY LINE OF PENTZ-MAGALIA HIGHWAY AS SHOWN ON SAID RECORD OF SURVEY, SAID POINT ALSO BEING. ON A NON -TANGENT 5040 FOOT RADIUS CONTINUED 13 DESCRIPTION - CONTINUED - PARCEL III - CONTINUED CURVE, CONCAVE EASTERLY FROM WHICH A LINE TO THE RADIUS BEARS NORTH 84° 08' 57" EAST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 30 32' 13", A LENGTH OF 311.13 FEET; THENCE SOUTH 9° 23' 16" EAST, 654.00 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED EASEMENT; THENCE SOUTH 80° 36' 44" WEST, 344.00 FEET TO THE END OF SAID EASEMENT. PARCEL IV: AN EASEMENT FOR PUBLIC SERVICES AND DRAINAGE PIPES AND DITCHES OVER COMMON AREA LOT E, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 2, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 84, 85, AND 86. PARCEL V: AN EASEMENT FOR INGRESS AND EGRESS, PUBLIC SERVICES, AND OTHER PURPOSES OVER COMMON AREA LOT D, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 2, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 84, 85, AND 86. . PARCEL VI: AN EASEMENT FOR RECREATIONAL FACILITIES, PUBLIC SERVICES, SEWAGE DISPOSAL AND DRAINAGE FACILITIES OVER COMMON AREA LOT F, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 2, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 84, 85, . AND 86. PARCEL VII: AN' EASEMENT FOR INGRESS AND EGRESS, PUBLIC SERVICES, AND OTHER PURPOSES OVER COMMON AREA LOT G, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 3, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE -OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 87, 88, AND 89. CONTINUED DESCRIPTION - CONTINUED AN EASEMENT FOR PUBLIC SERVICES, SEWAGE DISPOSAL AND DRAINAGE FACILITIES OVER COMMON AREA LOT H, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CASA DEL REY, UNIT NO. 3, A PLANNED UNIT DEVELOPMENT", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 31, 2001, IN BOOK 152 OF MAPS, AT PAGES 87, 88, AND 89. .►V. SOIL rr L L L `L 1. V L PLAN ING DIVISION} BUILDING PLAN APPROVA ; a S' ` `' L L t. �` L L Date: t. L `' ` ` Parking:L LLL L ` L L L Other• Signatwe: w G7,1_��.asq REV. DESCRIPTION 3` cell- DATE I DR. M... 1 2 3 4 6 INCHES I "AR WALL SCHEDULE f�` _ � Uo _ 2 NS REQUIRE DOUBLE STUDS Na`rE5 200 laM0 Sault. Iti--L-/ 17.-i CCVEPED PQ -PCI-, PT- s;L.L WALL LINE IDEHIIFIC'ATION Pr It LULv.QC:�k AUFDQ.9'M zY4 -+UDS ;L 2 �F SHEAR WALL IDENTIFICATION 3/e' APA RATED ORIENTED STRAND BOARD SHEATHING. WITH Bd TO CONVEY - ��. +—.— 2 3/87 NAILS AT 6' ON CENTER EDGE NARED,-12' ON CENTER FIELD Tw Y,b,mtlan OenbY,M I,wq, b CONFIDENTLI ,o.E In DM1uNN,.ne. ol. tl,Jbprlgm.nC.o1,IM 2X DOUGLAS FIR FRAMING AT 16' ON CENTER. 3/8' APA RATED ORIENTED STRAND BOARD SHEATHING, WITH 8d 2 3/87 NAILS AT 4' ON CENTER EDGE NAILED, 12' ON CENTER FIELD 3 2X DOUGLAS FIR FRAMING AT 16' ON CENTER. UCCO: EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT FASTENED TO 2X DOUGLAS FIR FRAMING 16' ON CENTER WITH No. 11 gage, IG, 7/16' HEAD NAILS, OR No. 16 STAPLE WITH 7/8' LEGS, AT 6' ON U 0 MAXIMUM. PANEL TO SPAN MINIMUM OF 3 STUD SPACES AND LENGTH OF 4'. II • 3/8' APA RATED PLYWOOD (or O.S.B.) WITH 8d (0.113 x 2 3/87 NAILS AT I , ENTER EDGE NAILED, 12' ON CENTER FIELD NAILED TO 2X DOUGLAS FIR AT 16' ON CENTER, SPANNING A MINIMUM OF 3 STUD SPACES AND LENGTH SUM WALLBOARD, UNBLOCKED, APPLIED TO 2X FRAMING WITH 8 .'' ' ''• \ ` , ` ' ' \ ER OR WALLBOARD NAILS AT 7' ON CENTER MAXIMUM. 'E •:\ X GYPSUM WALLBOARD, UNBLOCKED, APPLIED TO 2X FRAMING WITH\ ER OR WALLBOARD NAILS AT 7' ON CENTER MAXIMUM. �, -41 3/8' APA RATED PLYWOOD (or O.S.B.) WITH 8d (0.113 x 2 3/8' NAILS AT N % ENTER EDGE NAILED, 12' ON CENTER FIELD NAILED TO 2X DOUGLAS FIR O AT 16' ON CENTER, SPANNING A MINIMUM OF -3 STUD SPACES. TWO 1/2' ' ANCHOR BOLTS SHALL BE PLACED AT PANEL QUARTER POINTS PER UBC d� END STUDS SHALL HAVE HOLDOWNS CAPABLE OF 1800 Ibs MINIMUM. tf 0`�TrO4 STRONG -TIE H02A OR PHD2-SDS3 OR HOLDOWN W/ SST816 ANCHOR BOLT. 1 O .TRONG-TIE MSTC28 STRAP SPANNING MAIN FLOOR RIM JOIST. --- -- 301 V 6 lo 4ll;� 17 h uj MAS ICED aP�r__y r P 4P 11,4-6- 6 � Sp vt- py/'�fvA41 cy 4 �f6 yA `, a y '7j'4r, - AL3' BP - ALT BP 4=;W I -- 3K I 11 13ATH Lk 13P1 L- R 7 8 8 10 11 12 DESCRIPTION c , 6 i1' © e r SII , . 3 026_7 11:3 - 6, zXywAu. De4llc. t 1 -,x,,M .�1. � :1 -..may_• 1 n. VV 41 41 I t1 cjp I C1.S� , IIotToFr Pu,'i� I �I "—O ENTRY c. 3". tmaAl - -_ DINING I I lip FAMILY AS-rAjP_WAtj 16 - 6 ilj'" R1 s TLJvt /5 -IIYy°TA1L�5 a I BPq �'y os L 3D'O" Z OF 'j P# 04% -16w- f�` _ � Uo _ 2 Na`rE5 200 laM0 Sault. Iti--L-/ 17.-i CCVEPED PQ -PCI-, PT- s;L.L pt -,*e Pr It LULv.QC:�k AUFDQ.9'M zY4 -+UDS ;L 2 �F /Ley 1Z 1-�EA9t•1LS Zy SZ S� Fr TO CONVEY - ��. +—.— Tw Y,b,mtlan OenbY,M I,wq, b CONFIDENTLI ,o.E In DM1uNN,.ne. ol. tl,Jbprlgm.nC.o1,IM -_ DINING I I lip FAMILY AS-rAjP_WAtj 16 - 6 ilj'" R1 s TLJvt /5 -IIYy°TA1L�5 a I BPq �'y os L 3D'O" Z OF 'j P# 04% -16w- OWNER'S STATEMENT ACKNOWLEDGEMENT We Lime Saddle 1993 Partners LP, a California Limited Partnership, STATE OF CALIFORNIA ) S.S. SURVEYOR'S STATEMENT Vinette G. Conway as successor trustee of the Conway Family Trust as COUNTY OF BUTTE General Partner as owner of the land shown on the annexed map of Casa Del I, Hollis Lundy hereby state that I am a Licensed Land Surveyor of the Rey, Planned Unit Development Subdivision, Unit No. 3 and Mid Valley Title On _ Se 4- o�Y -� 2001, before me, the undersigned, State of California, that the annexed map of Casa Del Rey Subdivision and Escrow Company as Trustees under Deed of Trust recorded May ' a Notar Public in and or, s idState personally appeared Y PP Unit No. 3 correctly represents a survey made under my supervision in 2, 2001, under Recorders Serial No. 2001-0018897 Butte County, California P September, 2000, that the survey is true and complete as shown, that. the do hereby certify that we are the only persons whose consent e �' C" '`} monuments shown hereon exist and are of the character amd occupy is necessary to pass clear title to said land and we consent to the the positions indicated and are sufficient to enable the survey to be preparation and recordation of said map as shown within the heavy _-_.._T_ _.._._, w. personally known ,to me (or proved to me on the retraced. border lines. basis of satisfactory evidence) to be the person(s) whose nome(s) is/are subscribed to the within instrument" and acknowledged to me that he/she/they d We hereby offer for dedication and for specific purposes the following: executed the some in his/her/their authorized capacity(ies), and that by his/her/their signature(s)'on the instrument the the 9 Hollis Lundy L.S. 6373 person(s) or entity . 1. Public Service Easements as defined in Section 8306 of the State of California upon behalf of which the person(s) acted executed the instrument. is Streets and Highway code for water lines, sewer lines, drainage # pipes .and ditches, gas Imes and for underground wires for electric, telephone G and communication service together with any and all appurtenances appertaining thereto, y' under those strips of land shown on said map and designated "Public Signature l / &OA_ J_- W Services Easement- P.S.E.", for the benefit of all Public Service Companies. -A 2. Rights of ways and easements for water drainage pipes and r P� 0 GJ Name Printed ) COUNTY SURVEYORS STATEMENT ditches� together with any and all appurtenances appertaining thereto, under over those "Drainage ,� = Commission expires � �-� 1 Stuart ` Edell Deputy Count Surveyor of the Count of Butte do P Y Y Y Y or strips of land shown on said mop and designated herebycertify that I have examined the annexed ma of Casa Del Re Y P Y Easement - D.E. and for the benefit of Casa Del Rey Homeowners Association, Principal place of business Subdivision Unit No. 3 that it is substantially PP the same as appeared on including Unit No. 1, Unit No. 2 and this Unit No. 3 as shown on this map. _ " Com, Lo � .� � � r, the tentative map on file, and any approved alterations' thereof that all • r provision of the Subdivision Mop Act of the State of California and any We hereby createlocal, for specific purposes the following: - ordinances applicable at the time of approval of said tentative map have been complied with and I am satisfied that the map is technically A. Lot "H" as shown on said map and designated as "COMMON AREA", for public ACKNOWLEDGEMENT correct. services, sewage disposal and drainage facilities together with any and all appuretenances thereto, for the benefit of the Casa Del Rey homeowners,including Unit 2 S no. 1, Unit No. 0 &rot ,ZOo/ . C7a� a �Go�� and this Unit No. 3 to be reserved in the deed conveying the property#o the STATE .OF CALIFORNIA ) S.S. Dated Home Owners Association. COUNTY OF BUTTE ) . Stuart Edell R.C.E. 29132 (. Deputy County Surveyor "" " " B. Lot G as shown on said map and designated as a COMMON AREA, for ingress ande On �_'? 2001, before me, the undersigned, Reg. expires 3/31/03 egress, public .services and all other purposes for the benefit of the Casa Del -Rey Homeowners, including Unit No. 1, Unit No, 2 and this Unit N0. 3 to be in �)_ _ _ , a Notary Public in and said State, personally appeared reserved the deed conveying the property. to the Home Owner's Association.`• R.f3 t&A+ N� ° , RECORDER S STATEMENT Lime Saddle 1993 Partners LP, a California Limited Partnership— Vinette G. Conway as Successor Trustee ' ---__- personally known to me' (or proved to me on the basis of satisfactory s dory evidence) to be the. person(s) whose names) is/are y , , . Filed this da of f-40her' 2001 ' at �'. e . � � Y --� �--�-�-m. � of the Conway Family Trust, as General Partner . subscribed to the within instrument and acknowledged to me that he/she/theyo , ,.< ., in Book LS'�- - f p' - 4' Maps, at Pages) at the request ... executed the some in hi he s/ his/her/their authorized capacity(ies), and that by of L &.,L Surveying. .. his/her/their signatures) 'on the instrument the. erson s or the entity P O Y Serial No. 40G - OA SDS 71 Vinette G. Conw Successor Trustee upon behalf of which' the person(s) acted executed the instrument. Signature Signed:�Candace J. Grubbs County Clerk -Recorder Mid Valley Title and Escrow Company -- '1 r" at y - hi 0O,R co�l� Y Deputy Nome (Printed) By. R�:Commission expires 7 / S _O 3 P , Principal lace of business P P _ - �1 i l • Te. Title: V y �� � /-f, cc, CAG• CLERK OF THE BOARD OF SUPERVISORS do herebycertify tify that on , _'CQ�_��..�- 2001, the Butte County Board of Supervisors offically approved this subdivision map of Casa' Del Rey Unit No. 3. The receipt of satisfactory security to insure taxes which a' lein but CASA are not yet payable was acknowledged. The dedications shown as items 1 and 2 in the Owners Statement hereon UNIT NO. 3 and offered for dedication were accepted on behalf of the entities named. A PLANNED UNIT DEVELOPMENT for . Robert and Vinette -Conwa y BEING A DIVISION OF A PORTION OF THE NW1 /4 OF THE NW1 //4 OF SECTION 6 � � of T 21 N, R 4 E, AND LOT 1 OF SECTION 1 T 21 N R 3 E -MDM - � � , BY X Acel FA BUTTE COUNTY CALIFORNIAP SE TEMBER, 2000 D uty JOB NO. 92--02-021 L & L SURVEYING 5HEET 1 0F 3 SHEETS 1007 BILLS ROAD PO BOX 671 PARADISE, CA 1 95967 (916)877-4300 Lpi PS 56 u 4 ho yvir 149 MA REY, w and c�fia►n ?ink ACREAGE TOTALS ��' fence. Fenc ►S DE CASA 1 9' 1N r'. SCALE 1 »=60' rno new and no the I TOTAL UNIT 3 21.04 ACRES c� N 71 R • �n fence per d� 60•o0 101 Maps 9 IN LOTS 6.21 ACRES LOT G - COMMON AREA 1.59 ACRES cn �''��^ Lu < Fa, N 35.00 z148 99'. LOTH M COMMON AREA 13.24 ACRES Ma R1 O 915.55 ( ) 174.22 rn r E' MON AREA �� CQ cn 28.65 `r LEGEND �� ,� C� Q M N oo �r S 0515 26 .�9�4'COM , zs9OT G -4 R" p ,� L 700.14 FOUND 1/2 REBAR LS 6373 PER R1,R2 O+ ,> 24.28 ..... C,\• ¢ �. OR MONUMENT AS NOTED ( ,o d 0515 <' �o ERRA VISTA _ - 4 0 75' 6" :.0� '� I`; O SET 1/2 REBAR LS 6373 h' '�' �, CASA SI E ..._ 666.7 SO 00. SET STANDARD S-11 STREET MONUMENT �� �p \ 5 05'15 26 1 4 1_Ci0 Q� _- -' , o SET RAILROAD SPIKE `J 9.12 _ 48 1 .Ofl .._. , 10 PSE C� o. o CALCULATED POINT ONLY 16.50 Q a, ' .....�O:Q-° i r (C) CALCULATED C-24 81 74,: 1N.0 UJ - w 3 v S051 E R1 --••' , N � � N � � v �� b i�•�•-� `� �i �• 0 120.22: � RECORD PER 149 MAPS 56-6i - N '15'26"W 10 PSE w � 'gr o �„� ¢ 0 M 'ci r� o• 'ca u' f i R2 RECORD PER MAPS 5 1 cn m o U o o N Q -© j\ cn R3� RECORD PER 101 MAPS 9 33.40 (R2) `�' d . U V o i�-... Q � ►'' Q c°'v �� �-.1 � t- °' o M' p to d• V �? ¢ `1- N N <t• .� �f V Q d P.S.E. PUBLIC SERVICE EASEMENT CASA DEL REY, UNIT NO. 2 l+C� (n o W to o },� ¢ N 1 a �- Q o '- .- J o cn ao .� ci a 00 D.E. DRAINAGE EASEMENT MAPS lryh� Vi a"'�. o , o _ Kt Q "? ,, J ci 'PSE 00 `' Q Qo . J o 10 ti N z a 00 ''j ci - 85-017`^ Q ci .►- Wit- a> Q "? v' 16.50 0.00 G� BASIS OF BEARINGS W � ti� QM in .� o _ 10 ,,� i 1 0 ¢o -iS' X29, S05-15'2 6 E THE BASIS ARI a N?c,V v --J . c? -- 1.b� .03 _._.- �` ".1�' 2x`0:00' S S OF BEARINGS OF THIS SURVEY :r a p PSE 642 �_ o y c� / 100.00 ...�.-• ..,_.- „ 051 26 � , � cY 85.96 IS THE WEST BOUNDARY OF SECTION 6� �q *6 1'pU"0i. - - o W ,n 2 ,.. S , X35, T21 N, R4E, MDM BEING SO'09'14"W G --9 642.03 .._ COMMON AREA 05'1 2 a'' c► \7:II3' , LOT G PER R1 '11"E �� Com' C, "? _ 6"E 99.75 .0.Q4 _,...90 -00 v �C• ( ,R3) _ S\ 23 .50810 z� S515 2 , . VISTA g�0.o�. C_ 89.6 (R) c..� ---- CA A SI ER R 0' ...r _ x•00. N rl' U.1 �` �'`► �`' 'd- °``'� d 171 `�' L 2i 3 .1 - 7 N p.00' 16.50 ' �-► d" U �t o v I i - Q .r r 04 S 9$ �R , -"" E �•. C--11 .7 --- -� ` w N Ci' .a... p <r - o .Q ;� •3; f-. <t N DSL X68 ��� .5 D �. x w -+ ¢ !� o .r ao 1 ;►- �o cv 00 A CQ 10 PSE Q 3 +�� 110 M ; rr- ca rrl o Q M z N "PER 5 W cn 7.5' DE w C� , w o :�t F`- �t N ,�.- Q N Co , . o S Q • AA 2 w � J _ •ttq � � a � � M " � �} �.,� .� N .- O ' 00 Q ' J 00 d- O Z �p� N19 / � v t° �- '�� w F,� o w M o c� c� a 00 '� 'a'' ''" � o °D J N J o N ¢ to cn d- . a �I CC o ¢ * ;� ¢ .t _ Q C4 ao .,,,1 (n E , 5 DE z y7- .� o i.., ,� . it, .¢ .r. ao v .r I t co o N 7.5 D 111.22 �,. N N ;rte M rn Zt .� ¢ ¢ Q ac, Q N z --.J 5 P.S.E 95.28' �. •N r- Q c� N Q v ��- % ¢ •d N t �' ,t o0 0 �' .J co �► 5 P.S.E 90.00 N IN J N .- �� = Q N 00 o N -_ N �•, 90.00 J v°D3 Q) o , J o 90.00 , N � S05'15 26,E " J o cn � 7.5 p .5 DE 90.00 g .6.50 ... 120.10 , S05'1 526"E ac PSE & P 90.00, g 0 N Q5"i5'26" W 20.02 , 101.31' 0, C 100.0 40.00 N O Z LOTH r-- zI " COMMON AREA � cn I , • a W 60 NON-EXCLUSIVE ROAD AND g I PUE PER 1696 OR 268 N ` SEC. 6, T21 N, R4E FD34"IP S '' to " ' ¢ � 6 _ / L 3634 � .�. S 00 0914 W 246.50 (R1,R3) cn NO AS SE COR LOT 1 BASIS OF BEARINGS < z FGRES N-EXCuSEC ,1, T22N, R3E_� S USS PER R1 R3 v fSMT PE >/E /NYRE ` ( � ) w N R SIV SSA �' to SEC 1 T21 N R3E 99-27130 - 00 , 00 z N 00'0914 E R1 1056.74' NOTES: THE EXACT LOCATION OF THE DITCHES AND RESERVIORS PER BOOK I OF PATENTS PAGE 222 AND BOOK I OF PATENTS PAGE 369 IS NOT DEFINED OF RECORD. THE EXACT LOCATION OF THE R/W PER 83 DEEDS 238 IS NOT DEFINED OF RECORD. THE EXACT LOCATION OF THE R/W PER 84 DEEDS 190 IS NOT DEFINED OF RECORD. THE LOCATION OF THE ROAD EASEMENT PER 1696 OR 268 DOES NOT AFFECT THIS PROPERTY. THE PG&E EASEMENT PER 1757 OR 378 DOES NOT AFFECT THIS PROPERTY. CURVE I RADIUS I LENGTH DELTA C-1 R 175.00' 35.54' 11'3$'14' C-2 R2 160.00' 51.57' 18'2757" C-3 -TR -2-T-160.00' 20.00' 22.47' 64'22'41" C -4 R2 130.00' 80.51' 28'49'44 C-5 R2 150.00' 148.39' 56'40 55' C-6 R2 -160.00 69.31' 24'49'17", C-7 (R1.R2) 20.00' 33.52 96'01'51 C-8 R2 20.00 26.19' 75'01'44" C-9 128.50' 75.72' 33'45'43" C-10 175.00' 90.73' 29'42'15' C-11 175.00' 40.61' 13'17 44' C-12 37.50' 58.90 90'00'00" C-13 37.50 58.90' 90400"00" C-14 54.00 084.82' 90'00 00 C-15 21.00'. 32.99 90'00100 C-16 21.00' 32.99' 90"00'00" C-17 54.00' 20.69 21'57'2$" C-18 54.00' 30.75' 32`37'23" C-19 54.00 33.38 35 -25'0e - 5.25 0€iC-20 C -20 R2 210.00 253.99' 69 -174§w - 9.1749C-21 C -21 R2 185.00' � 207.60 64'17 48' CURVE RADIUS LENGTH DELTA C-22 150.00 30.14' 11130,39" C-23 150.00' 118.26' 45'1016" C-24 210.00' 10.86' 2'57'45' C-25 R2 130.00' 116.65' 51'24'44' C-26 R2 325.00' 42.63 730'58" C-27 R2 185.00' 233.32' 72'15'34" C-28 (R1.R2) 185.00 25.71' 7'57 47 C-29 160.00 2' 15'00'39" C-30 166.00,38.59' 13'49 05 101 MAPS 9 CASA DEL REY UNIT N0. 3 A PLANNED UNIT DEVELOPMENT fnr Rnbert and Vinette Conway KUNKLE RES.. BEING A DIVISION OF A PORTION OF THE NW1/4 OF THE NW1//4 OF SECTION 6 ROAD T 21 N, R 4 E, AND LOT 1 OF SECTION 1, T 21 N, R 3 E, MDM SIERRA o DEL SOL SITE BUTTE COUNTY, CALIFORNIA SEPTEMBER, 2000 JOB NO. 92-02-021 R TRAIL o . . L LOCATION MAP L & L SURVEYING I co LOT G COMMON AREA------� VISTA Q SA SIERRA _ • �,. h•... q tom, i Lr)p -j J J � O -- • G O COMMAREA TA —.._ • _ f—vigT Lo CASA SI l'r') SOL CN D Q �— C) RSA O © -� SPAWN / Q , J Q 0 �8 PGSuj x cYa Li I u, P a. w �cn . , ©J LOT / THIS ADD111ONAL MAP SKEET SHOWS ADDITIONAL . ul)f INFORMATION, IS FOR INFORMATIONAL PURPOSES ONLY, COMMON AREA DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS NOT INTENDED TO AFFECT RECORD TITLE INTEREST. xis SCALE 1"=60'' NOTES 6. ALL RESIDENCES SHALL REQUIRE A TWO CAR GARAGE AND THE DRIVEWAY SHALL BE UTILIZED AS TANDEM PARKING TO MEET THE PUD STANDARDS FOR OFF-STREET PARKING. 1. LOT IMPROVEMENT AND DEVELOPMENT CAN OCCUR AT ANY LOCATION WITHINSHEET THE CONFINES OF EACH OF THE INDIVIDUAL 56 RESIDENTIAL LOTS. 7. A DEVELOPMENT IMPACT FEE FOR SHERIFF'S FACILITIES SHALL BE PAID PURSUANT T� O N INFORMATION TO THE PROVISIONS OF CHAPTER 3, ARTICLE 11 OF THE BUTTE COUNTY CODE, PRIOR TO ISSUANCE OF BUILDING PERMITS OR USE PERMIT IN THE CASE OF A MOBILE 2. NO BUILDINGS OR STRUCTURES SHALL BE ALLOWED WITHIN THE COMMON HOME PARK. SAID FEE AMOUNT WILL BE DETERMINED AND CALCULATED AS OF THE AREA OF THE P.U.D., EXCEPTING THE RECREATION BUILDING AND STRUCTURES CASA REY RELATED TO THE PARK AND RECREATION AREAS. DATE OF APPLICATION FOR THE BUILDING PERMIT OR USE PERMIT. 8. BE DESIGNED IN ACCORDANCE WITH THE AUGUST 17 2001 UNIT N O. ALL FOUNDAT10NS SHALL , 3. IF DURING CONSTRUCTION, ANY ARCHAEOLOGICAL REMAINS ARE DISCOVERED GEOTECHNICAL INVESTIGATION FOR THE CASA DEL REY SUBDIVISION, RANEY GEOTECHNICAL A- PLANNED UNIT DEVELOPMENT ON SITE, CONSTRUCTION SHALL CEASE AND A PROFESSIONAL ARCHAEOLOGIST JOB NO 011-786.01' ON FILE WITH THE BUILDING DIVISION OF DEVELOPMENT SERVICES. SHALL BE CONSULTED AND A FULL EXAMINATION SHALL BE COMPLETED.. 9. PRIOR .TO ISSUANCE OF BUILDING PERMITS THE APPLICANT SHALL PROVIDE FINAL GRADING for Robert and Vinette Conway 4. DEER MITIGATION FEES ARE TO BE PAID AT THE TIME OF OBTAINING BUILDING PLANS AND IDENTIFY ANY CUT OR FILL SLOPES THAT EXCEED 5 VERTICALFEET IN HEIGHT. T PHASES AND VERIFIED BY .THE PLANNING BEING A DIVISION OF A PORTION OF THE NW1%4 OF THE NW1/4 OF SECTION 6 PERMITS IF SUCH FEES HAVE BEEN ADOPTED BY THE BUTTE COUNTY BOARD THESE SLOPES SHALL BE F2EVEGETATED IN COMPLETE T 21 N, R 4 E, AND LOT 1 OF SECTION 1, T 21 N, R 3 E, MUM OF SUPERVISORS. DIVISION PRIOR TO ISSUANCE OF BUILDING PERMITS FOR THE NEXT PHASE. THE FINAL 2 PHASES SHALL` BE COMPLETELY REVEGETATED PRIOR TO ISSUANCE OF BUILDING PERMITS 5, ALL FENC NG ON THE PROPERTY SHALL BE CONSISTENT WITH THE DEPARTMENT ON THE LAST PHASE OF THE PROJECT. BUTTE COUNTY, CALIFORNIA SEPTEMBER, 2000 OF FISH AND GAME STANDARDS FOR THE DEER FENCING. FISH AND GAME STANDARDS J NO. 92-02-021 10. FIRE HYDRANTS SHALL BE PROVIDED PER COUNTY FIRE .DEPARTMENT STANDARDS AND OB ARE NOT APPLICABLE TO THE RECREATION FACILITIES SUCH AS THE POOL, ALL NEW DWELLINGS SHALL MEET THE FIRE SAFE REGULATIONS OF PUBLIC BALL FIELD AND TENNIS COURTS. SECURITY 'FENCING FOR THE RECREATION 4 VElHtCLE PARKING AREA SHALL BE APPROVED BY THE DEPARTMENT OF FISH AND GAME.L & L RESOURCES CODE 2 0 SURVEYING SHEET 3 OF 3 SHEETS 1007 RILLS ROAD PO BOX 671 PARAMSE, CA 95967 (916)877-4300 Z300K /S,z /SAG£ 0fj