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S3835�N/7730-7 (T �tt4l-v1 -37 2 ,5--3 C/ 7 -P �/ � �,L/ .,/ 19 /-j -n r I 0 0 NEW HOUSE FOR SARMADI RESIDENCE 22751 MERCEDES RD. CUPERTINO, CA. TITLE 24 ENERGY REPORT JUN 01 1999 BWU. II43PEC?IUN ULI AfitiviktJ: CITY OF CUPE9TINO FRANK R. IANNUCCI TITLE 24 ENERGY CONSULTANT 21 N. HARRISON AVE. CAMPBELL, CA 96008 408-866-1620 FAX: 408-866-6832 EMAIL franklis(Dix.netcom.com r • EQUIPMENT LIST AND INSULATION PLACEMENT NOTE NEW HOUSE FOR SARMADI RESIDENCE 22751 MERCEDES ROAD CUPERTINO, CA. JOB # 990363 NOTE: MINIMUM HEATING AND COOLING LOAD CALCULATIONS ARE GENERATED BY THE MICROPAS PROGRAM. THERE ARE OTHER DESIGN FACTORS THAT MUST BE CONSIDERED, DUCT FLOW, COIL SIZING, OVERSIZING SAFETY MARGIN, ETC. IT IS THE RESPONSIBILITY OF THE MECHANICAL CONTRACTOR OR WHOEVER DESIGNS AND INSTALLS THE HEATING AND COOLING SYSTEM TO MAKE THE FINAL DECISION ABOUT THE SIZE OF THE EQUIPMENT TO BE INSTALLED. THE HVAC EQUIPMENT USED MUST MEET THE EFFICIENCIES SHOWN IN THE TITLE 24 CALCULATIONS, THESE ARE AS FOLLOWS: HEATING: THE NEW FURNACE MUST HAVE AN AFUE EFFICIENCY OF .78. AIR CONDITIONING: IF AIR-CONDITIONING IS INSTALLED IT MUST HAVE A MINIMUM SEER OF 10. HOT WATER HEATER: A NEW 75-GALLON WATER HEATER WILL BE INSTALLED. IT MUST HAVE A RECOVERY EFFICIENCY OF .76 AND AN EXTERIOR INSULATION WRAP OF R-12. � i. _ z� 1 • yly _ �t� i � 1 YI � � 1 .. � SETBACK THERMOSTAT: A SETBACK THERMOSTAT IS REQUIRED FOR EACH NEW FURNACE. FAUCETS AND SHOWERHEADG• SHOWERHEADS AND FAUCETS MUST BE ON THE CEC APPROVAL LISTING IN ORDER TO BE INSTALLED. THIS CAN BE CHECKED THROUGH THE BUILDING DEPARTMENT ISSUING THE BUILDING PERMIT, THE CALIFORNIA ENERGY COMMISSION 916-654-4080, OR BY CALLING OUR OFFICE 408-866-1620. INSULATION PLACEMENT: INSULATIQN Tn BE TNSILLLF.D MUST MEET CEC QUALITY sTAN12ARDs IECTION DRAWING FOR INSULATIDN PLACEMENT • .� •• Dj 0 \ R••: u •u:. u Ju • � •: \ �••C u u: u Ju • U-VALy�'� �._T�TFD ARE MrIVrMLrnr VALUES ANDS Nnr� A r r R-VAT trF..S AND BE EX�'EEDED. GENERAL LIGHTING IN EACH ROOM CONTAININGCLOSET LUMENS PER WATT. IN THR THE 1109T •• u •DE A MINIMUM • 4 �QL THE + + •++ ORSPECIFIC+ + ACCESSIBLE, : :+• ►• •+ lu ►� •• :•u NOTu• • u +• 'OWFVPR. THEu IN BATHROOM AREA, + :+ ADJACENT :••u TH&T HAS REQUIREMENT TER . ++ OME+PLUMBINGsCREW IN FLUORESCENT :+p• TO MEET • u + WHEN IN DOUBT ABOUT MEETING THIS REQUIREMENT CALL FRANK R. IANNUCCI, 408-866-1620. ALL FLUORESCENT BALLAST MUST BE APPROVED BY THE CEC, THIS CAN BE CHECKED THROUGH THE BUILDING DEPARTMENT ISSUING THE BUILDING PERMIT, THE CALIFORNIA ENERGY COMMISSION 916-324-3376, OR BY CALLING OUR OFFICE 408-866-1620. ALL REFRIGERATORS, REFRIGERATOR -FREEZERS AND FREEZERS MUST BE ON THE CEC APPROVAL LIST THIS CAN BE CHECKED THROUGH THE BUILDING DEPARTMENT ISSUING THE BUILDING PERMIT, THE CALIFORNIA ENERGY COMMISSION 916-324-3376, OR BY CALLING OUR OFFICE 408-866-1620. 0 i 15, 5M16HT 1,1YP, FLAT CEILING 1-4. DUCT 6 tYP. WAIL./AfTIC�\ AT11C 5PALE 2. VAILTED ROOF W/ AftIC 10 3uli,f LF ROOF / J �� -- / VALI,99 ROOF 12 01,AZ,N6 LIVING 5FKA it Ii. CANTILEVER FLR 1 LIVING 5PACE _ 8, FLR. ADOVE 6AWe Tyri I j 5. CA1zAGE %PA'AfIONW&I, i �,ji 4 EXfWALL --- ----- — -- ---- h, CRAWL SPALE9. NSLLA0 ON NEW HOUSE FOR JOB # 990363 SARMADI RESIDENCE 22751 MERCEDES RD. CUPERTINO, CA. APPLIC. R-VALUE. INSUL. TYPE 1. TYPICAL FLAT CEILING TYP R-30 INSULATION, BATT OR RIGID 2. VAULTED ROOF W/ATTIC N/A INSULATION, BATT OR RIGID 3. VAULTED ROOF NO ATTIC N/A INSULATION, BATT OR RIGID 4. EXTERIOR WALL TYP R-13 INSULATION, BATT OR RIGID 5. SEPARATION WALL TYP R-13 INSULATION, BATT OR RIGID 6. WALL BACKING INTO ATTIC TYP R-13 INSULATION, BATT OR RIGID 7. CRAWL SPACE FLOOR TYP R-13 INSULATION, BATT OR RIGID 8. FLOOR ABOVE GARAGE TYP R-13 INSULATION, BATT OR RIGID 9. SLAB EDGE INSULATION N/A 10. 11. BUILT UP ROOF CANTILEVERED FLOOR N/A N/A INSULATION, BATT OR RIGID U-VALVE 12. GLAZING TYP 0.60 VINYL WINDOWS FRENCH DOORS TYP 0.60, OR BETTER PATIO SLIDING DOORS TYP 0.77, OR BETTER 13. SKYLIGHTS N/A , OR BETTER 14. HEATING & COOLING DUCTS MINIMUM INSL. R-VALUE 4.2 NOTE: THIS CROSS SECTION IS USED ONLY FOR DIAGRAMMATIC PURPOSES AND IS NOT A TRUE CROSS SECTION OF THIS PROJECT. CERTIFICATE -OF COMPLIANCE' RESIENTIAL Page ge 1 CF-1R Project Title.... .... SARMADI RESIDENCE Date........ 05/24/99 Project Address........ 22751 MERCEDES ROAD ******* CUPERTINO, CA. *v4.51* Documentation Author... JAMES SIGLER ******* Building Permit Frank R. Iannucci Energy Consultant -21 N Harrison Ave Ste 210 Plan Check Date Campbell, CA 95008 408-866-1620 Field C ec Date Climate Zone........... 04 r,mnlianni- Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program -FORM CF-lR User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR Component Type Wall GENERAL INFORMATION Conditioned Floor Area..... 3669 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Stories.. ...... 2 Floor Construction Type.... Raised Floor Glazing Percentage......... 20.5 8 of floor area Average Glazing U-value.... 0.62 Btu/hr-sf-F BUILDING SHELL INSULATION 'Frame Cavity Sheathing Insul Assembly Type R-value R-value R-value U-value Location/Comments Wood R-13 R-0 R-13 0.088 TYP NEW WALL Door None R-0 R-0 R-0 0.330 Roof 'Fiood R-30.77 R-0 R-30.77 0.035 Floor Wood R-13 R-0 R-13 0.046 F1oorExt Wood R-13 R-0 R-13 0.064 FENESTRATION # of Interior Area U- Pan- Shading/ Orientation (sf) Value es Description Window Front (S) 171.8 0.600 2 Drapes.Std Door Front (S) 40.0 0.600 2 Drapes.Std Window Left (W) 108.0 0.600 2 Drapes.Std Window Left (NW) 8.0 0.600 2 Drapes.Std Window Back (N) 110.3 0.600 2 Drapes.Std Door Back (N) 20.0 0.600 2 Drapes.Std Door Back (N) 40.0 0.770 2 Drapes.Std Window Back (NE) 8.0 0.600 2 Drapes.Std Window Right (E) 24.0 0.600 2 Drapes.Std Window Front (S) 54.1 0.600 2 Drapes.Std Window Left (W) 44.0 0.600 2 Drapes.Std Window Left, (NW) 8.0 0.600 2 Drapes.Std Window Back (N) 42.0 0.600 2 Drapes.Std Door Back (N) 40.0 0.770 2 Drapes.Std Wi.ndow Right (E) 34.5 0.600 2 Drapes.Std TO GARAGE TO GARAGE ATTIC RAISED OVER GARAGE Exterior Shading None None None None None None None None None None None None None None None Over- hang/ Framing Fins Type None None None None None None None None None None None None None None None Vinyl Wood Vinyl Vinyl Vinyl Wood Metal Vinyl Vinyl Vinyl Vinyl Vinyl Vinyl Metal Vinyl CERTIFICATE OF COMPLIANCE: RESI ENTIAL Page 2 CF-1R m « 1e cnRMnnT RRSTnRNCE Date........ 05/24/99 MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program -FORM CF-1R User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR HVAC SYSTEMS Minimum Duct Duct Thermostat Equipment Type Efficiency Location R-value Type Furnace 0.780 AFUE Attic R-4.2 Setback ACSplit 10.00 SEER Attic R-4.2 Setback Furnace 0.780 AFUE Attic R-4.2 Setback ACSplit 10.00 SEER Attic R-4.2 Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank TvnP Heater Tvne Distribution Type System Factor (gal) R-value Large Gas JOB # 990363 Standard 1 0.76 RE 75 R-12 SPECIAL FEATURES/REMARKS CERTIFICATE OF COMPLIANCE': RE• ENTIAL •age 3 CF-1R n.-,. 4o,.r m;rlo SARMADI RESIDENCE Date........ 05/24/99 MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program -FORM CF-1R Usert-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR 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. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER Name.... THOMAS DOWDARIN Company. ARCHITECT Address. 6604 BARNSDALE COURT SAN JOSE, CA. Phone... 408-997-6464 License. C-70 3 Signed.. T��• vim%%, (o�/��1�/ (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) DOCUMENTATION AUTHOR Name.... JAMES SIGLER Company. Frank R. Iannucci Energgyy Consult Address. 21 N Harrison Ave Ste 210 Campbell, CA 95008 Phone... 4 - 66- 5/a k. Signed.. I i '1 ( ate) MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF-lR Project Title.......... SARRMADI RESIDENCE Date........ 05/24/99 Pro;ect Address........ 22751 MERCEDES ROAD ******* Building Permit Plan Check Date Field C ec Date CUPERTINO, CA. Documentation Author... JAMES SIGLER .Frank R. Iannucci Energy Consultant 21 N Harrison Ave Ste 210 Campbell, CA 95008 408-866-1620 Climate Zone...... Compliance Method. *v4.51* .... 04 .... MICROPAS4 v4.51 for'1995 Standards by Enercomp, Inc. MICR0PAS4 v4.'51 File-SARMADI Wth-CTZ04S92 Program -FORM MF-1R User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*I may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES Design- Enforce- er went *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturers labeled R-Value. *150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors; minimum R-8 in concrete raised floors. 150(i): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets CEC quality / standards. Indicate type and form. ✓ 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. b_ ManufActured fenestration products have label with certified U-value, and infiltration certification. c_ Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 N� 150(f)only.: Special infiltration barrier installed to comply with Sec. 151 meets CEC quality standards. ,44 150(e): Installation of Fireplaces, Decorative Gas Appliances and gas logs 1. Masonry and factory -built fireplaces have: a. Closgable metal or glass door b. outside air intake with damper and control c. Flde damper and control 2. No continuous burning gas pilots allowed. _� MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page ge 2 M:F-1R Proiect Title.......... SARMADI RESIDENCE Date........ 05/24/99 MICROPA64 v4.51 File-SARMADI Wth-CTZ04S92 Program -FORM MF-1R User*-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the CEC. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Setback thermostat on all applicable heating systems. 150(j): Pipe and Tank insulation 1. Indirect hot water tanks (e.g., unfired storage tanks or backup solar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation (R-16 or greater). 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. All buried or exposed piping insulated in recirculating sections of hot water system. 4. Cooling system piping below 55 degrees insulated. j 5. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. Ducts constructed, installed and sealed to comply with UMC sections 601 and 603; ducts insulated to a minimum installed value of R-4.2 or ducts enclosed entirely within conditioned space. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually / operated dampers. ✓ 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on -off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System installed with: a. At least 36 inches pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spa. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas -fired central furnace, pool heater, spa heater or household cooking appliance have no continuously burning pilot light (Exception: Non -electrical cooking appliance with pilot < 150 Btu/hr.). LIGHTING MEASURES Design- Enforce- er ment 150(k): 40 Lumens/watt or greater for general lighting in kitchens and rooms with water closets; and recessed ceiling fixtures IC (insulation cover) approved. COMPUTER METHOD SUMMARY ' Page 1 C-2R Proiect Title.......... SARMADI RESIDENCE Date........ 05/24/99 Pro]ect Address........ 22751 MERCEDES ROAD ******* CUPERTINO, CA. *v4.51* Documentation Author... JAMES SIGLER ******* Building Permit Frank R. Iannucci Energy Consultant - 21 N Harrison Ave Ste 210 Plan Check f Date, Campbell, CA 95008 408-866-1620 Field C ec Date Climate Zone.. ..... 04 Compliance Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51 File-SARMADI Wth-C7Z04S92 Program -FORM C-2R User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR NICROPAS4 ENERGY USE SUMMARY Energy Use (kBtu/sf-yr) Standard Design Proposed Design Compliance Margin Space Heating.......... Space Cooling.......... Water Heating.......... 12.15 8.64 7.12 12.30 7.17 7.69 -0.15 1.47 -0.57 Total 27.91 27.16 0.75 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... 3669 sf Building Type ............. Single_Family Detached Construction Type ......... New Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Raised Floor Number of Building Zones... 2 Conditioned Volume......... 41890 cf Footprint Area............. 2510 sf Ground Floor Area.......... 2221 sf Slab -On -Grade Area......... 0 sf Glazing Percentage......... 20.5 8 of floor area Average Glazing U-value.... 0.62 Btu/hr-sf-F Average Ceiling Height..... 11.4 ft BUILDING ZONE INFORMATION Floor # of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type (sf) (cf) Units itioned Type (ft) (sf) LOWERFLR Residence 2095 27724 0.57 Yes Setback 8.0 n/a UPPERFLR Residence 1574 14166 0.43 Yes Setback 8.0 n/a COMPUTER METHOD SUMMARY - • •Page 2 C-2R Dro i-f- T;t_IP.......... SAR1ADI RESIDENCE Date........ 05/24/99 MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program -FORM C-2R User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments LOWERFLR 1 Wall 198 0.088 13 180 90 Yes W.13.2X4.16 TYP NEW WALL 2 Wall 372 0.088 13 270 90 Yes W.13.2X4.16 3 Wall 22 0.088 13 315 90 Yes W.13.2X4.16 4 Wall 345 0.088 13 0 90 Yes W.13.2X4.16 5 Wall 22 0.088 13 45 90 Yes W.13.2X4.16 6 Wall 146 0.088 13 90 90 Yes W.13.2X4.16 7 Wall 205 0.088 13 180 90 No W.13.2X4.16 TO GARAGE 8 Wall 287 0.088 13 90 90 No W.13.2X4.16 9 Door 18 0.330 0 90 90 No None TO GARAGE 10 Roof 851 0.035 30.77 n/a 0 Yes R.30.2X12.16 ATTIC 11 Floor 2221 0.046 13 n/a 0 No FC.13.2X6.16 RAISED UPPERFLR 12 Wall 459 0.088 13 180 90 Yes W.13.2X4.16 TYP NEW WALL 13 Wall 406 0.088 13 270 90 Yes W.13.2X4.16 14 Wall 19 0.088 13 315 90 Yes W.13.2X4.16 15 Wall 386 0.088 13 0 90 Yes W.13.2X4.16 16 Wall 27 0.088 13 45 90 Yes W.13.2X4.16 17 Wall 416 0.088 13 90 90 Yes W.13.2X4.16 18 Roof 1604 0.035 30.77 n/a 0 Yes R.30.2X12.16 ATTIC 19 F1oorExt 289 0.064 13 n/a 0 No FX.13.2X6.16 OVER GARAGE FENESTRATION SURFACES # of Area Pan- Frame Surface (sf) es Type LOWERFLR 1 Window 171.8 2 Vinyl 2 Door 40.0 2 Wood 3 Window 108.0 2 Vinyl 4 Window 8.0 2 Vinyl 5 Window 110.3 2 Vinyl 6 Door 20.0 2 Wood 7 Door 40.0 2 Metal 8 Window 8.0 2 Vinyl 9 Window 24.0 2 Vinyl UPPERFLR 10 Window 54.1 2 Vinyl 11 Window 44.0 2 Vinyl 12 Window 8.0 2 Vinyl 13 Window 42.0 2 Vinyl 14 Door 40.0 2 Metal 15 Window 34.5 2 Vinyl Vent SC SC Interior Open U- Act Glass Int Shading/ Type value Azm Tlt Only Shade Description Slider 0.600 180 90 0.88 0.76 Drapes.Std Hinged 0.600 180 90 0.88 0.78 Drapes.Std Slider 0.600 270 90 0.88 0.78 Drapes.Std Slider 0.600 315 90 0.88 0.78 Drapes.Std Slider 0.600 0 90 0.88 0.78 Drapes.Std Hinged 0.600 0 90 0.88 0.78 Drapes.Std Slider 0.770 0 90 0.86 0.78 Drapes.Std Slider 0.600 45 90 0.88 0.78 Drapes.Std Slider 0.600 90 90 0.88 0.78 Drapes.Std Slider 0.600 180 90 0.88 0.78 Drapes.Std Slider 0.600 270 90 0.88 0.78 Drapes.Std Slider 0.600 315 90 0.88 0.78 Drapes.Std Slider 0.600 0 90 0.88 0.78 Drapes.Std Slider 0.770 0 90 0.88 0.78 Drapes.Std Slider 0.600 90 90 0.88 0.78 Drapes.Std COMPUTER METHOD SUMMARY Page 3 C-2R enomanT nccTncwry Date ........ 05/24/99 MICROPAS4 v4.51 File-SARMADI, Wth-CTZ04S92 Program -FORM C-2R User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR HVAC SYSTEMS Minimum Duct Duct Duct System Type Efficiency Location R-value Efficiency LOWERFLR Furnace 0.780 AFUE Attic R-4.2 0.880 ACSplit 10.00 SEER Attic R-4.2 0.870 UPPERFLR Furnace 0.780 AFUE Attic R-4.2 0.880 ACSplit 10.00 SEER Attic R-4.2 0.870 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value 1 Large Gas Standard 1 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light 1 Large 0.76 n/a 0.025 R-n/a n/a SPECIAL FEATURES/REMARKS JOB # 990363 E HVAC SIZI14G Page 1 HVAC Project Title.......... SARMADI RESIDENCE Date........ 05/24/99 Project Address........ 22751 MERCEDES ROAD ******* CUPERTINO, CA. *v4.51* Documentation Author... JAMES SIGLER ******* Building Permit Frank R. Iannucci Energy Consultant -21 N Harrison Ave Ste 210 Plan Check Date Campbell, CA 95008 408-866-1620 Fie •C ec Date Climate Zone........... 04 ComDliance Method...... MICROPAS4 v4.51 for 1995 Standards by Enercomp, Inc. MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program-HVAC SIZING User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude.. . ....... Winter OutsideDesign...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range.. .. ..... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... 3669 sf 41890 cf Front Facing 180 deg (S) CUPERTINO 37.3 degrees 33 F 70 F 88 F 78 F 30 F No No No 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 18631 4606 Glazing Conduction ............... 17216 4653 Glazing Solar .................... n/a 19675 Infiltration ..................... 28764 3431 Internal Gain .................... n/a 3900 Ducts ............................ 6461 3626 Sensible Load .................... 71071 39891 Latent Load ...................... n/a 7978 Minimum Total Load 71071 47869 27ote: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, 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. e • HVAC SIZING Page 2 HVAC SARMAnr REsinENCE Date........ 05/24/99 MICROPAS4 v4.51 File-SARMADI Wth-CTZ04S92 Program-HVAC SIZING User#-MP1107 User -Frank R. Iannucci Energy Run -NEW HOUSE FOR HEATING AND COOLING LOAD SUMMARY BY ZONE ZONE 'LOWERFLR' Floor Area ....................... 2095 sf Volume ........................... 27724 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 10290 12022 1694 3249 Glazing Conduction ............... Glazing Solar .................... n/a 13441 • Infiltration ..................... 19037 2271 Internal Gain .................... n/a 2223 Ducts ............................ 4135 2288 Sensible Load .................... 45484 25166 Latent Load ...................... n/a 5033 Minimum Zone Load 45484 30199 ZONE 'UPPERFLR' Floor Area ....................... 1574 sf Volume ........................... 14166 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 8340 2912 Glazing Conduction ............... 5194 1404 Glazing Solar .................... n/a 6234 Infiltration ..................... 9727 1160 Internal Gain .................... n/a 1677 Ducts ............................ 2326 1339 Sensible Load .................... 25588 14725 Latent Load ...................... n/a 2945 Minimum Zone Load 25588 17670 ARK I0GINEERING COMPANIO CONSULTANTS FOR: FOUNDATION ENGINEERING, GEOPHYSICS, SOIL AND ROCK MECIUNIGS FARTI{OI EKE ENGINEERING ENGINEERING GF.OLO(:Y ENVIRONMENTAL F.NGINN.FRING 114 Ru m Stied. Suite D4, I— Gatos, Caliromia 95030 T& (408) 3544162%(916) 657-5084 Fax: (408) 3544162 May 25, 1999 Project 134-1, SC-1162 Mr. & Mrs. Sarmadi r" 22751 Mercedes Road p+a Cupertino, California 95014 �t gab# RE: GEOTECHNICAL ENGINEERING STUDY FOR THE PROPOSED SINGLE FAMILY RESIDENCE APN 342-44-10 22751 MERCEDES ROAD, CUPERTINO, CALIFORNIA Dear Mr. & Mrs. Sarmadi: In accordance with your request, we have performed a geotechnical engineering study for the captioned project. The accompanying report presents the results of our field investigation, laboratory testing and engineering analysis. The subsurface conditions at the site are discussed and recommendations for the geotechnical engineering aspects of the proposed development are presented. The conclusions and recommendations presented in this report are contingent upon ARK Engineering Company being retained to review the final plans and specifications and to observe the site grading and foundation phases of the work. We refer you to the text of the report for detailed recommendations. If you have any questions concerning our findings, please call. Very truly yours, ARK Engineering Company Amir H. Rangchi ,1UN 01 1999 Project Principal CITY OF Cilr�9TC=C AR/FK: mr copies submitted: Addressee (5) Mr. Thomas Dowdakin, Project Architect (Fax) Table of Content COVER LETTER 9 Page No. INTRODUCTION................................................................ 1 SCOPE......................................................................... I FINDINGS...................................................................... 1 A. GEOLOGY............................................................. 1 B. SURFACE CONDITIONS .................................................. 2 C. SUBSURFACE CONDITIONS .............................................. 2 D. GROUNDWATER........................................................ 2 E. SEISMICITY AND SEISMIC INDUCED HAZARDS ............................. 2 CONCLUSIONS AND RECOMMENDATIONS ......................................... 3 A. GRADING AND EARTHWORK ............................................. 3 1. General............................................................ 3 2. Material for Fill ..................................................... 3 3. Compaction........................................................ 4 4. Trench Backfill...................................................... 4 5. Drainage........................................................... 4 B. FOUNDATIONS......................................................... 5 1. Footings.......................................................... 5 2. Slab -on -Grade ...................................................... 5 3. Lateral Loads ....................................................... 6 INVESTIGATION LIMITATIONS................................................... 6 FIGURE 1 - SITE PLAN FIGURES APPENDICES APPENDIX A - FIELD INVESTIGATION FIGURE A- I - Key to Exploratory Logs LOGS OF EXPLORATORY BORING - EB-I & E13-2 APPENDIX B - LABORATORY TESTING 134-I.rep ARK Engineering Company Page I GEOTECHNICAL ENGINEERING STUDY FOR THE PROPOSED SINGLE FAMILY RESIDENCE APN 342-44-10 22751 MERCEDES ROAD, CUPERTINO, CALIFORNIA INTRODUCTION This report presents the results of our geotechnical engineering study for the proposed single family residence to be developed at 22751 Mercedes Road in Cupertino, California. The purpose of this study was to evaluate the existing surface, and subsurface conditions and to provide design recommendations and construction considerations concerning the geotechnical engineering aspects of the proposed development. As presently planned, the project of the proposed development would consist of a two-story, wood -framed structure with raised -floor construction covering an approximate area of 3,700 square feet. Concrete slab -on -grade will be provided in the garage and driveway areas. Structural loads are anticipated to be typical for this type of construction. SCOPE The scope of work performed in this investigation included a site reconnaissance, subsurface exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for foundations, slab -on -grade, drainage, and trench backfills. FINDINGS A site reconnaissance and a subsurface investigation program were conducted on May 19, 1999. A minuteman drilling equipments using 3-inch diameter continuous flight solid augers was used to investigate and sample the subsurface materials. A total of two (2) exploratory borings were made to maximum depths of 10 feet below the existing ground surface. The approximate location of the exploratory borings are shown on the Site Plan, Figure 1. Logs of the borings and details regarding the field investigation are included in Appendix A. The results of the laboratory tests are presented in Appendix B and on the boring logs at the appropriate sample depths. A GEOLOGY Steven F. Co y, .E.G. performed a geologic study at the site and a copy of his report entitled: "Fault Investigati(n, May 9, 1999 was submitted to the City of Cupertino by the previous property owner, Mr. Don Diehl. 134-I.rep ARK Engineering Company Page I Pro ert 1� , SG11h2, blue 15, 1999 Mr. & Mrs. Sarmudi � B SURFACE CONDITIONS The site of the proposed development, located on the north side of the Mercedes Road, is relatively flat. A light growth of vegetation is covering most of the area. Surface roots of unknown size were also observed scattered within the site. An existing creek crosses the proposed driveway. We understand that the creek may be routed through a pipe so the depressed area may be backfilled during the construction of driveway. No signs of distress were observed within or in the general vicinity of the site. C. SUBSURFACE CONDITIONS Based upon our examination of the materials encountered in the exploratory Borings EB-1 and EB- B, the subsurface conditions consist generally of brown, stiff, moderate to high plasticity, silty clays, with variable amounts of fine grained sands to depths of between 2 and 3.5 feet. These silty clays are underlain by light brown to reddish brown, dense to very dense, clayey sands, fine to coarse grained to the maximum explored depth of between 10 feet below the existing ground surface. Ground water was not encountered during the drilling operations. Detailed descriptions of the materials encountered in each of the exploratory borings are presented on the boring logs in Appendix A. The boring logs and related information depict subsurface conditions only at the locations indicated and on the particular date designated on the logs. Soil conditions at other locations may differ from conditions occurring at these locations. D. GROUNDWATER Free groundwater was not encountered during the drilling operations. It must be noted that, however, fluctuation of both localized perched groundwater and the regional groundwater levels at the site may occur due to variations in rainfall, temperature, irrigation, and other factors not evident at the time of our field investigation. E. SEISMICITY AND SEISMIC INDUCED HAZARDS As with most of the San Francisco Bay Area, the proposed site is in a region of high risk of seismic activity. Except for San Andreas Fault, the remaining faults have been identified as Quaternary faults with no recent recorded movements (listed as inactive with no evidence of recent movements). Pertinent information included within Steven F. Connelly, C.E.G., Fault Investigation Report, May 19, 1999, should be considered for the seismic design of the project. In the immediate vicinity of the site, there does not appear to be any known active faults; hence, it is reasonable to conclude that potential hazard of fault offset through the site is minimal. However, in view of the proximity of known active faults, it is considered likely that the proposed structure will be subjected to at least one moderate to severe ground shaking caused by a major earthquake during the life of the proposed development. 134-I.rep ARK Engineering Company Page 2 Mr. & Mrs. Sarmadi 0 Project l�l..SC-11G2..4hy 25, 1999 F HQUEFACTION Liquefaction most commonly occurs during earthquake shaking in loose, fine, sands and silty sands associated with a ground water table. Based upon the subsurface exploration, the property is underlain by stiff silty clays and dense to very dense clayey sands. Liquefaction, in our opinion, is unlikely to occur on the property. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, we judge that the site is suitable for the proposed development provided that the conclusions and recommendations presented in this report are incorporated in the design considerations, project plans and specifications. The opinions, conclusions and recommendations presented in this report are contingent upon ARK Engineering Company being retained to review the final plans and specifications and to observe the grading, drainage, and foundation phases of the work. The analyses and recommendations submitted in this report are based upon our site reconnaissance, together with the information obtained form the two (2) exploratory borings performed at the approximate locations shown on the Site Plan. This report does not reflect any variations which may occur between the borings. The nature and extend of variations in subsurface conditions between the borings may not become evident until sometime during the course of construction. If variation then appear, it will be necessary to reevaluate the recommendations presented in this report after making on -site observations during construction and noting the characteristics of such variations. We assume no responsibility for construction compliance with the design, specifications or recommendations unless we have been retained to perform on -site review during the course of construction. A. GRADING AND EARTHWORK General All grading and earthwork should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fill. Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly observed. All earthwork should be performed in accordance with the recommendations and construction considerations presented in this report. 2. Material for Fill All native materials having an organic content of 2 percent or less by volume are suitable for use as fill. Fill materials should not, however, contain rocks or lumps over 4 inches in greatest dimension and not more than 15 percent larger than 2.5 inches. Required non -expansive fills may be imported. 134-/.rep ARK Engineering Company Page 3 Air. A Mrs. Sarmadi • Project04-1, .SC-1162, Mots 25, I999 In addition to the preceding requirements, imported fill should be predominately granular with a plasticity index between 4 and 12 percent to provide sufficient binder to allow excavation of foundation and utility trenches without caving. Required non -expansive fills within the garage and driveway areas may be imported. We recommend that a sample of such material be submitted for our examination prior to importing of the materials. 3 Compaction All structural fill should be compacted to a minimum degree of compaction of 95 percent as determined by the latest version of ASTM Test Designation D 1557. Fill materials should be spread and compacted in lifts not exceeding 8 inches in uncompacted thickness. 4. Trench Backfill Underground utility trenches should be backfilled with compacted structural fill. If on -site soils are used, materials should be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted to a minimum degree of compaction of 90 percent by mechanical means only. Imported sand may be used for backfilling trenches provided it is compacted to at least 90 percent. Water jetting should not be permitted. In all building and improved areas, the upper 3 feet of trench backfill should be compacted to at least 95 percent for native materials and import sand. During Steven Connelly's fault investigation, a northeast - southwest trending trench was excavated to a maximum depth of 10 feet below the existing ground surface. The approximate location of this trench is shown on the Fault Investigation Report, Figure 6. We recommend that the exact location of this trench be surveyed and properly compacted during the course of construction. 5. Drainage Positive and effective surface drainage at the proposed site is an essential part of the overall design, construction, and maintenance of the proposed foundation. No ponding of water should be permitted adjacent to the structure. We recommend that positive surface gradients of at least 2 percent be provided adjacent to the proposed structure for a distance of at least 5 feet from the building in order to direct surface water away from the foundations toward suitable discharge facilities. Roof drainage down spouts should be discharged into controlled drainage facilities to keep the water away from the foundations. Hose outlets and watering systems should be arranged for in such a way as to prevent excessive moisture from reaching foundations. 134-l.rep ARK Engineering Company Page 4 Mr. X Mrs. Sarmadi • Project 04-1, SC-1162, May 25, 1999 R FOUNDATIONS l Footing We recommend that the proposed structure be supported on continuous spread footings supported on undisturbed native soil. All new footings should be founded at least 24 inches below the lowest adjacent finished grade. The footings may be designed for allowable bearing pressures of 1,500 pounds per square foot for dead loads, 2,000 pounds per square foot for combined dead and live loads, and 2,500 pounds per square foot for all loads including wind or seismic. All footings should have a minimum width of 18 inches. In order to maintain adequate support for footings, the bottoms of utility trenches located adjacent to or within the building should not extend below an imaginary plane having an inclination of 1.5 horizontal to 1.0 vertical downward from the bottom edge of the footings. The existine trench excavated for fault investigation should be re -excavated and backfilled properly. Backfill materials should be placed in lifts not exceeding 8 inches in uncompacted thickness and compacted to 90 percent relative compaction The top 3 feet of the trench backfill within the proposed development should however, be compacted to 95 percent relative compaction. All continuous footings should be reinforced with top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. To assure that footings are founded in materials of adequate bearingcarmcitx it is essential that our representative observe the footing excavations prior to placing reinforcing steel and concrete. Settlements under anticipated building loads are expected to be within tolerable limits for the proposed project. We estimate that the total settlement of the proposed foundation would be less than 3/4 inch. Post construction differential settlements across the building should not exceed'/z inch over the 30-year period following construction. 2. Slab -on -Grade Due to the moderate expansion potential of the on -site materials, we recommend that any exterior slabs be supported on a minimum 12 inches of non -expansive materials compacted to 90 percent relative compaction. We also recommend that top 6 inches of the non -expansive fill should consist of class 2 aggregate base materials compacted to 90 percent relative compaction. In areas where the slab would be subjected to vehicular loads (garage and driveway areas), fill materials should, however, be compacted to 95 percent relative compaction. Preparation of the natural subgrade soils should be performed in accordance with the preceding recommendations given under Item A., "Grading and Earthwork." Just prior to final construction of the slabs, the Subgrade should be compacted to provide a smooth, firm surface for slab support. Slab thickness and reinforcing should be provided in accordance with the anticipated use and loading of the slab. 134-l.rep ARK Engineering Company Page 5 Mr. & Mrs. Sarmadi • Projectt-1, SC.=1162, MaY 25, 1999 In areas where moisture transmission through the floor is undesirable, some type of moisture barrier should be used. In order to minimize the vapor transmission, an impermeable membrane should be placed over the gravel. The membrane should be covered with a 2-inch layer of sand to aid in curing the concrete and to protect the membrane from damage during construction. The sand should be slightly moistened just prior to placing the concrete. 3. Lateral Loads Lateral loads may be resisted by passive pressures acting against footings constructed neat against undisturbed native and or properly compacted materials. We recommend that allowable passive pressures based on an equivalent fluid weight of 300 pounds per cubic foot be used in design. As an alternative, lateral loads may be resisted by friction between footing bottom and supporting Subgrade. A friction coefficient of 0.3 is considered applicable. INVESTIGATION LIMITATIONS Our services consists of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties, either express or implied. We are responsible for the conclusions and recommendations contained in this report based on the data relating only to the specific project and location discussed herein. In the event conclusions and recommendations based on these data are made by others, such conclusions and recommendations are not our responsibility unless we have been given an opportunity to review or concur in such conclusions and recommendations in writing. This report has been prepared in order to aid in the evaluation of this property and to assist the designers in the design of this project. In the event of any changes in general design or location of the structure or anticipated grading concept, our conclusions and recommendations shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by ARK Engineering Company. 134-1. rep ARK Engineering Company Page 6 4EB-2 �1 a. I i I I � II I I I EB-1 LEGEND Scale: V = S' EB-1 Indicates number 8 approximate location of the exploratory boring BASE "Site Plan," by Thomas Dowdakin Architect, May 1999 itTartlf -- l SITE PLAN ARK I ARK Engineering Company MR.6 MRS. CU I RESIDENCE I\— Los Gatos, CaliforniaProject MERCEDES ROAADD,. C =eERTINO, CALIFORNIA Figure 134/ MAY 1999 1 1 .pomp i 9 '." 1Z Mr. & Mrs.'Varmadi • Projecr*4-1, SC-1161, b1av 25, 1999 APPENDIX A - FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program performed on May 19, 1999. A minuteman drilling equipment equipped with 3-inch diameter continuous flight solid augers was used to investigate and sample the subsurface materials. Two (2) exploratory borings were drilled to maximum depths of 10 feet below the existing ground surface. Groundwater was not encountered at the time of drilling. The exploratory borings were backfilled upon completion of the exploratory work. The approximate location of the borings are shown on the Site Plan, Figure 1. The soils encountered in the borings were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM-D2487). The logs of the borings as well as a key for the classification of the soil are included as part of this appendix. Representative soil samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were taken to our laboratory for evaluation and testing. The penetration resistance blow counts were obtained by dropping a 45-pound hammer through a 30- inch free fall. The 2-inch O.D. Standard Penetration and 2-inch I.D. Modified California samplers were driven 18 inches and the number of blows were recorded for each 6-inch penetration. The blows per foot recorded on the boring logs represent the accumulated number of blows that were required to drive the second and third 6-inch penetration intervals. The blows per foot presented on the boring logs are the modified blow counts (using 140-pound hammer with a 30-inch free fall drop). The boring logs show our interpretation of the subsurface conditions on the date and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. The stratification lines in the logs represent the approximate boundary between soil types and the transition may be gradual. Soil sampler symbols shown on the exploratory boring logs are as follow: 2-inch I.D. Modified California 134-1.rep ARK Engineering Company A-1 U.S. Standard Series Sieve 200 40 10 SILTS 8 11 SAND CLAYS I Fine Medium RELATIVE DENSITY SANDS, GRAVELS, AND NON -PLASTIC SILTS STANDARD PENETRATION Blows/Ft. very loose 0-4 loose 4 - 10 medium dense 10 - 30 dense 30.50 very dense over 50 GRAIN SIZES Clear Square Sieve Openings 4 3/4" 3" 12" GRAVEL � COBBLE 11 BOULDER Coarse H Fine Coarse CONSISTENCY PLASTIC SILTS STANDARD PENETRATION Unconfined Compressive AND CLAYS Blows/Ft. Strength, Tons/1`11 very soft 0-2 0-1/4 soft 2.4 1 /4 - 1 /2 firm 4-8 112-1 stiff 8 - 16 1-2 very stiff 16 - 32 2-4 h.rn Over 32 Over 4 DEFINITION OF TERMS PRIMARY DIVISIONS Group Symbol SECONDARY DIVISIONS COARSE GRAINED SOILS more than half of material is larger than No. 200 sieve GRAVELS more than half of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5 % fines) GW well graded gravels, ravel -sand mixtures, little or no fines. GP poorly graded gravels or gravel -sand mixtures, little or no fines Gravels with fines GM silt gravels, gravel -sand -sill mixtures, non -plastic fines. GC Iclayey gravels,gravel-sand-clay mixtures, plastic fines. SANDS more than half of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5 % fines) SW well graded sands, ravell sands, little or no fines. SP poorly graded sands or gravelly sands, little or no fines. Sands with fines SM silty sands, sand -silt mixtures, non -plastic fines. Sc clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS more than half of material is smaller than SILTS & CLAYS liquid limit is less than 50 % ML inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. CL inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL organic silts and organic clays of low plasticity. No. 200 sieve SILTS & CLAYS liquid limit is greater than 50% MH inorganic silts, micaceous or disomaceous fine sandy or or silty soils, elastic. 1 CH jinoE2anic clays of high plasticity, fat clays. HIGHLY ORGANIC SOILS PT Upeat and other highly organic soils. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTMD-2487) ARK ARK Engineering Company MR. & MRS. SARMADI RESIDENCE Los Gatos, California 22751 MERCEDES ROAD, CUPERTINO, CALIFORNIA PROJECT NO. DATE FIGURE NO. - 134.1 MAY 1999 A-1 uaca xr , Dii-1 r 1994 Drill Rig: C-tui.".' lw- El —dun: - - 1, Ily: IA N,A Eri.mt—1 110'ant Diameter; -3-J, S.I,d:%.g" D.1 -ft: 5Y 1999 Description and Remarks F .1 It DEIII If (n) DESCRIPTION SYM COLOR CONSISTENCY TYPE 0— GRASS AND ORGANIC MATE I S,.l 2.Inches ................................................. ... ..................... ............... .......................... I ................................. ........... ... SILTY CLAYS, with fine grained sands, moist Brown i Stiff CIL I 11 24.61, 87 1.75 (grading with fine to coarse sands below 2 feet) 2 3 24 18,9 104 45 ....................... I ......................................... ....................................... CLAYEY SANDS, fine to coarse grained ...............I........................... Light Brown ................................. Dense .................. Sc 4 1 to to 33 16.1 108 Reddish Very Dense 5 Brown 6 7 8 9 5W 14.8 102 (encountered refusal below 10 feet) 10 Bottom of boring = 10 feet 12 13 14 15 16 17 19 20 21 22 EXPLORATORY BORING LOG MR. & MRS. SARMADI RESIDENCE ARKARK Engineering Company Los Gatos, California 22751 MERCEDES ROAD. CUPERTINO. CALIFORNIA Project Date Boring No. 1341 MAY 1999 EB-1 Drill Rig: Cmiumuoas I'hda Augm - Mmutanan jjWce FJe don; Irr 11, IA Groundwater. tint I 1113Rng Diameter: 3-inch Solid Auger D de: 5 1999 Description and Remarks En nr:rrn (a) o DESCRIPTION SYM COLOR CONSISTENCY TYPE 0 1 GRASS AND ORGANIC MATE RIAS, top 2 inches ..............L..............I...........................I .........._...................... ........ ................ .........9...e» ............................._.L................. ! ............. SILTY CLAYS, with fine rained sands, moist, Moderate to hi h nsion potential poi � Brown � Stiff L CL / 113 17.2 95 1.75'� -- S CLAYEY SANDS, fine to coarse grained..........._..................................1...LightiBrown..'...........Dto�..........L.....sC..... I33 3 14.1�i 106 — — (grading with trace of gravels between 3 and 4 feet) Reddish Very Dense i Brown S 6 30 15.8 108 — — 7 8 —ff9 i 30I5' 11.9 105 (encountered refusal below 10 feet) l0 Bottom of boring = 10 feet 11 12 13 14 15 16 17 18 19 20 21 r� 1 1ARK l ARK Engineering Company Los Gatos, CaL�ornia EXPLORATORY BORING LOG MR. d MRS. SARMADI RESIDENCE 751 MERCEDES ROAD, C `PERTINO. CALIFORNIA Project BoNo. 134-1 MAY 1999 EB-2 Air. & Mrs. Sarmadi Project 134-1, SC-1162, Afiq 25, 1999 APPENDIX B - LABORATORY TESTING The laboratory testing program was directed toward a quantitative and qualitative evaluation of the physical and engineering properties of the soils underlying the site to depths influenced by the anticipated foundation pressures. The natural moisture content and dry densities were determined for selected samples recovered from the borings and are recorded on the boring logs at the appropriate depths. Since water has a significant influence on soil, the natural moisture content provides a rough indicator of the soil's compressibility, strength and potential expansion characteristics. 134-l.rep ARK Engineering Company B-i STRUCTURAL CALCULATIONS � � SARMAD I RES I DEL�iCE � � 22751 Mercedes Road Cupertino CA 9503-4 JOB NUMBER = 9 90 7 5 'JUN 011999 OFFICE COPVrj�i Qpe POPA ENGINEERS GOLDEN VALLEY OFFICE CENTER -Su 2542 South Bascom Avenue Suite 102 Campbell, California 95008 Phone: (408) 559.4202 FAX: (408) S59.3628 GENERAL NOTES • • -THE FOLLOWING SPECIFICATIONS SHALL CONFORM TO THE 1994 UNIFORM BUILDING CODE AND ANY OTHER CITY ORDINANCES WHICH ARE IN FORCE AT THE TIME OF THIS PROJECT. -CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND CONDITIONS, PRIOR TO STARTING ANY FIELD WORK. -ANY DEVIATION CALLED BY THE FIELD CONDITIONS, OR ANY CONDITIONS DIFFERENT FROM THOSE INDICATED ON PLANS SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION. ANY DISCREPANCY NOT REPORTED TO THE ENGINEER, WILL ABSOLVE THE ENGINEER FROM ANY LIABILITY. -TYPICAL DETAILS SHALL APPLY WHERE NO SPECIFIC DETAILS OR SECTIONS ARE PROVIDED. -DIMENSIONS SHOWN ON PLANS OR DETAILS TAKE PRECEDENCE OVER SCALES SHOWN. -THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SATISFACTORY COM- PLETION OF ALL WORK IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. STRUCTURAL STEEL -STRUCTURAL STEEL SHALL CONFORM TO A.S.T.M. (A-36) SPECIFCATIONS AND TO THE A.I.S.C. SPECIFICATIONS FOR FABRICATION AND ERECTION. -ALL BOLTS SHALL CONFORM TO A.S.T.M. (A-307) FOR UNFINSHED BOLTS. -ALL BOLT HOLES IN STEEL MEMBERS SHALL BE TRUE, BURNING OF HOLES FOR CONNECTIONS WILL NOT BE PERMITTED. -PROVIDE FULL BEARING ON UNTHREADED PORTION OF BOLT SHANK FOR ALL STEEL CONNECTIONS. -PROVIDE LEVELING NUTS FOR ALL BOLTS AT BEAM SEATS AND COLUMN BASE PLATES. -ALL NUTS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE HEAVY HEXA- GONAL NUTS. -ALL WELDING SHALL BE AS INDICATED ON THE DETAILS AND PERFORMED IN A QUALIFIED SHOP, UNDER CONTINUOUS INSPECTION PER U.B.C.1701. FIELD WELDING, OTHER THAN MISCELLANEOUS TACK WELDING, IS NOT PERMITTED, UNLESS NOTED OTHERWISE IN THE DETAILS. LUMBER 0 • -WOOD MEMBERS LESS THAN 4" IN WIDTH SHALL BE DOUGLAS FIR NO. 2 AND 4" OR WIDER SHALL BE DOUGLAS FIR NO. 1, UNLESS NOTED OTHERWISE ON PLANS. -UNLESS NOTED OTHERWISE ON PLANS, ALL NAILING SHALL BE PER UNIFORM BUILDING CODE, TABLE NO. 23-I-Q. -ALL CONNECTING HARDWARE SHALL BE SIMPSON COMPANY TYPE OR EQUAL, AND INSTALATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS, UNLESS NOTED OTHERWISE ON PLANS. -GLU-LAMINATED BEAMS SHALL BE OF A GRADE COMBINATION PROVIDING A MINIMUM Fb=2400 psi. CAMBER AS INDICATED ON PLANS. -ROOF SHEATHING SHALL BE MIN. 1/2" CDX WITH EXTERIOR GLUE, GROUP 2. EXPOSED SHEATHING AT ROOF OVERHANG SHALL BE AS INDICATED ON THE ARCHITECT'S DRAWINGS. -WALL SHEATHING, IF REQUIRED, SHALL BE MIN. 3/8" CDX PLYWOOD WITH EXTERIOR GLUE, GROUP 2. -FLOOR SHEATHING SHALL BE T&G INT-APA WITH EXTERIOR GLUE, GROUP 2. SEE PLANS FOR SIZE. -BEARING AND NONBEARING WALLS SHALL HAVE DOUBLE TOP PLATES, LAPPED AT INTERSECTIONS. PLATE JOINTS SHALL BE STAGGERED 4'-0" MIN. AS INDICATED ON THE STRUCTURAL DETAILS. -UNLESS NOTED OTHERWISE ON PLANS, WALLS SHALL BE OF 2 x 4 STUDS (STUD GRADE OR BETTER) AT 16" ON CENTER. -ALL HEADERS ARE AS NOTED ON PLANS. -ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR OR REDWOOD. -HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLYWOOD, GYP. BOARD, ETC. -STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. -2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS. -ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT, UNLESS NOTED OTHERWISE. CONCRETE e • -CONCRETE FOR SLABS ON GROUND, BEAM FOOTINGS OR PIERS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 2500 psi AT 28 DAYS, UNLESS NOTED OTHERWISE ON PLANS. -MAXIMUM AGGREGATE SIZE SHALL BE 3/4", AND MAXIMUM SLUMP SHALL BE 4 1/2". -ANCHOR BOLTS, HOLD-DOWN BOLTS, DOWELS, AND OTHER REQUIRED INSERTS, SHALL BE POSITIONED AND FIRMLY SECURED IN PLACE, BEFORE CONCRETE IS POURED. -CONTRACTOR SHALL TAKE ALL THE NECESSARY MEASURES TO PROVIDE A PROPER COMPACTION OF THE CONCRETE. -THE EXCAVATED BOTTOM OF ALL FOOTINGS SHALL EXTEND TO ELEVATIONS SHOWN ON THE DETAILS AND THE FOOTINGS SHALL BE POURED IN NEAT EXCAVATIONS, WITHOUT SIDE FORMS AS POSSIBLE. REINFORCING STEEL -REINFORCING STEEL SHALL BE DEFORMED BARS, COMFORMING TO ASTM A615-40 REQUIREMENTS AND WELDED WIRE MESH PER ASTM SPECIFICATION A-185. -BARS NO. 4 AND SMALLER SHALL BE OF GRADE 40, AND BARS NO. 5 AND LARGER SHALL BE OF GRADE 60. -ALL REINFORCING BARS SHALL BE CLEAN OF ANY RUST, OR FOREIGN MATERIALS. -ALL REINFORCING SPLICES SHALL BE LAPPED A MINIMUM OF 30 BAR DIAMETERS BUT NOT LESS THAN 24". -CONCRETE COVERAGE FOR REINFORCEMENT SHALL BE: - 3" WHERE POURED AGAINST EARTH, - 2" WHERE POURED AGAINST FORMS, - 1" FOR SLABS POURED AGAINST FORMS. -SEE PLAN FOR QUANTITY AND LOCATION OF ANCHOR BOLTS, LOCATE BOLTS WITHIN 12" FROM CORNERS AND BUTT JOINTS. SOILS -CONTRACTOR SHALL MAKE HIMSELF FAMILIAR WITH ALL OF THE SOILS INVESTIGATION REPORT REQUIREMENTS AND RECOMMENDATIONS, AND TAKE ALL THE NECESSARY MEASURES FOR A CORRECT AND COMPLETE IMPLEMENTATION OF SUCH REQUIREMENTS, IN THE FIELD. CONCRETE MASONRY • • -ALL MASONRY WORK SHALL BE REINFORCED GROUTED MASONRY AND CONFORM TO THE 1994 UNIFORM BUILDING CODE AND SHALL BE 8x8x16 LIGHTWEIGHT UNITS WITH MAX. LINEAR SHRINKAGE OF 0.06%, PER A.S.T.M. (C-90-52), GRADE A. NO CONTINUOUS INSPECTION REQUIRED. -MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. GROUT MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND AND NOT LESS THAN TWO PARTS PEA GRAVEL. -WALLS TO BE GROUTED IN 4' MAXIMUM LIFTS, UNLESS HIGH LIFT GROUT PROCEDURES (WITH BLOCKOUTS) ARE USED. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2" OF GROUT. ALL BOLTS SHALL HAVE A MINIMUM COVERAGE OF 1" OF GROUT. -NO PIPES OR DUCTS SHALL PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED. -DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE 2-NO. 4 OR AS INDICATED ON THE DETAILS. -ALL RETAINING BLOCK WALLS SHALL BE PROVIDED WITH AN APPROVED MOISTURE BARRIER ON THE DIRT SIDE. SEE ARCHITECT'S DRAWINGS. PROJECT: Franca reside* UBCS994 Vertical loads D.L. L.L. ----------------------------------------------------------- Roof Composition shingles 6.5 Sheathing 1.7 Rafters 1.8 Misc. 2.0 12.0 psf 16.0 vsf Ceiling Floor Finish floor Floor plywood Floor joists Gypbd. Misc. Exterior Walls (Siding) (Stucco) 5.0 vsf 10.0 vsf 1.0 2.2 2.2 2.2 2.4 10.0 vsf 40.0 vsf 8.0 vsf 15.0 vsf ----------------------------------------------------------- HORIZONTAL LOADS Wind V = 11.0 vsf (Exvosure B 70ml./hr.)_ Eq. V =.183 Wdl =.140 Wdl (for plywood =.280 Wdl for UBC 1997 MEMBER=2x6 DF#2 RAFTERS AT 16" o.c. CROSS SECTION A= 8.25 in-2 SECTION MODULUS S= 7.56 in^3 MOMENT OF INERTIA I= 20.79 in-4 TRIBUTARY T= 1.33 ft. DEAD LOAD W(dl)= 12.00 psf LIVE LOAD W(11)= 16.00 psf MAX. SPAN (shear) = 35.92 ft. / n MAX. SPAN (moment) = 15.66 ft. X MAX. SPAN (deflection)= 12.57 ft. h USE= OA•-X • SAr}-U arc _MEMBER=2x8 DF#2 RAFTERS AT 16" o.c. (SLOPED CEILINGS) CROSS SECTION A= 10.87 in-2 SECTION MODULUS S= 13.14 in-3 MOMENT OF INERTIA I= 47.63 in^4 TRIBUTARY T= 1.33 ft. DEAD LOAD W(dl)= 16.00 psf LIVE LOAD W(11)= 16.00 psf MAX. SPAN (shear) = 41.61 ft. //';;�� 17 7 FT MAX. SPAN (moment) = 19.31 ft. X MAX. SPAN (deflection)= 15.85 ft. USE= MEMBER=2x6 DF42 CEILING JOISTS AT 16" o.c. CROSS SECTION A= 8.25 in-2 SECTION MODULUS S= 7.56 in"3 MOMENT OF INERTIA I= 20.79 in^4 TRIBUTARY T= 1.33 ft. DEAD LOAD W(dl)= 5.00 psf LIVE LOAD W(11)= 10.00 psf MAX. SPAN (shear) = 66.30 ft. MAX. SPAN (moment) = 21.40 ft. X Y MAX. SPAN (deflection)= 15.43 ft. 4 USE= , r v-e- s Les;q ��-0 MEMBER=R-2 2x8 DF##2 FURLIIJ CROSS SECTION A= 10.87 in-2 SECTION MODULUS S= 13.14 in-3 MOMENT OF INERTIA I= 47.63 in-4 TRIBUTARY T= 11.00 ft. DEAD LOAD W(dl)= 12.00 psf LIVE LOAD W(11)= 16.00 psf MAX. SPAN (shear) = 6.79 ft. MAX. SPAN (moment) = 6.67 ft. MAX. SPAN (deflection) = 8.20 ft. USE= 2 K,' d-F2 a +7- MEMBER =R-3 RIDGE BOARD SHORT LL DURATION SPAN L= 4.00 ft TRIBUTARY T= 12.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf LINE LOAD W= 336.00 plf REACTIONS V1= 672.00 lb V2= 672.00 lb A req. = 6.37 in"2 S req. = 5.16 in-3 I req. = 6.05 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: 2x Fjf7- MEMBER =R-4 HIP RAFTER (RUN 1) SHORT LL DURATION SPAN L= 15.00 ft TRIBUTARY AT LEFT = 10.50 ft I�l1K'J RONZ Rvn// TRIBUTARY AT RIGHT = 0.00 ft 3 W(DL)= 12.00 psf ' W(LL)= 16.00 psf REACTIONS V1= 1039.36 lb V2= 519.74 lb A req. = 11.27 in-2 3 S req. = 23.04 in�3 I req. = 98.66 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: r- Zx /V A'F;; MEMBER =R-4 HIP RAFTER (RUN 2) SHORT LL DURATION SPAN L= 10.00 ft TRIBUTARY AT LEFT = 6.50 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL) = 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 428.94 lb V2= 214.50 lb A req. = 4.27 in-2 S req. = 6.34 in-3 I req. = 18.10 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: 2-- Zx ", day MEMBER =R-4 HIP RAFTER (RUN SHORT LL DURATION SPAN L= 7.00 ft TRIBUTARY AT LEFT = 11.00 ft TRIBUTARY AT RIGHT = 6.50 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 657.95 lb V2= 554.06 lb A req. = 6.37 in-2 S req. = 8.21 in^3 I req. = 16.44 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: Z - Zx(O OJ�y MEMBER =R-5 HIP RAFTER (RUN 1) SHORT LL DURATION SPAN L= 16.00 ft TRIBUTARY AT LEFT = 11.50 ft 9'04.1 KUNZ RuK� TRIBUTARY AT RIGHT = 0.00 ft * W (DL) = 12.00 psf rT6g �J�oJ/f P� 60F'� W(LL)= 16.00 psf REACTIONS V1= 1214.24 lb V2= 607.19 lb A req. = 13.30 in:2 3 34' 1-7 AtS req. = 28 .72 in 3 I req. = 131.14 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: z- 7K IV .6F7, MEMBER =R-5 HIP RAFTER (RUN 2) SHORT LL DURATIONS SPAN L= 10.50 ft TRIBUTARY AT LEFT = 7.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 485.03 lb V2= 242.55 lb A req. = 4.89 in"2 S req. = 7.53 in"3 I req. = 22.56 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: ?—ZXlP 6F7- MEMBER =R-5 HIP RAFTER (RUN_3_) SHORT LL DURATION SPAN L= 5.50 ft TRIBUTARY AT LEFT = 11.00 ft TRIBUTARY AT RIGHT = 7.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 526.03 lb V2= 453.47 lb A req. = 4.70 in-2 S req. = 5.20 in-3 I req. = 8.18 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: Z _ Zx 104Fy _MEMBER =R-6 HIP RAFTER SHORT LL DURATION SPAN L= 10.00 ft TRIBUTARY AT i,EFT = 8.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 527.93 lb V2= 264.00 lb A req. = 5.25 in-2 S req. = 7.80 in-3 I req. = 22.27 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: Zx d' d .FZ MEMBER =R-7 VALLEY SHORT LL DURATION SPAN L= 10.00 ft TRIBUTARY AT LEFT = 9.50 ft TRIBUTARY AT RIGHT = 0.00 ft W (DL) = 12.00 psf W (LL) = 16.00 psf REACTIONS V1= 626.91 lb 3 V2= 313.49 lb A req. = 6.24 in-2 S req. = 9.27 in-3 x /� /�� I req. = 26.45 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: Z�('vP 0T2 MEMBER =R-8 HIP RAFTER (RUN 1) SHORT LL DURATION SPAN L= 8.00 ft TRIBUTARY AT LEFT = 11.00 ft,y TRIBUTARY AT RIGHT = 4.00 ft W (DL) = 12.00 psf �60'%` /m/� 1 lk W ML) = 16.00 psf REACTIONS V1= 685.98 lb 3 V2= 501.30 lb A req. = 6.72 in"2 S req. = 9.23 in"3 I req. = 21.11 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: Zx d? '0-'i MEMBER =R-8 HIP RAFTER (RUN 2) / SHORT LL DURATION SPAN L= 10.00 ft TRIBUTARY AT LEFT = 10.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 659.91 lb V2= 329.99 lb A req. = 6.57 in-2 S req. = 9.75 in-3 I req. = 27.84 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: V c p Z-f? 0 MEMBER =R-9 RIDGE SHORT LL DURATION SPAN L= 7.00 ft TRIBUTARY AT LEFT = 8.00 ft TRIBUTARY AT RIGHT = 4.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 461.72 lb V2= 369.38 lb A req. = 4.42 in-2 S req. = 5.64 in-3 I req. = 11.29 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: Zxd�Df2 MEMBER =R-10 HIP RAFTER SHORT LL DURATION SPAN L= 9.00 ft TRIBUTARY AT LEFT = 6.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 356.35 lb V2= 178.20 lb A req. = 3.44 in-2 S req. = 4.74 in-3 I req. = 12.18 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: Z c pd'F2 MEMBER =R-11 VALLEY SHORT LL DURATION SPAN L= 10.00 ft TRIBUTARY AT LEFT = 9.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 16.00 psf W(LL)= 16.00 psf REACTIONS V1= 678.77 lb V2= 339.42 lb A req. = 6.75 in-2 S req. = 10.03 in"3 x ��tj = IAI I req. = 28.64 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: Zx 'zfD;'y 1P. = Z x V/ n few tq 7-/R7 / MPa JOL SNE,fR l'e,fp C'meoX•/) .,fi��oX'o�� POPA ENGINEERS Inc. TANTS Golden Valky Offc Canter • 2542 S. Ba=m Aga. • Campbe8, CA 95008 Phone: (408) 5%4202 Suite 102 Fa (408) 559J628 MEMBER =R-'.2 HIP RAFTER • SHORT LL DURATION SPAN L= 9.50 ft TRIBUTARY AT LEFT = 7.00 ft TRIBUTARY AT RIGHT = 0.00 ft W(DL)= 16.00 psf W(LL)= 16.00 psf REACTIONS V1= 501.53 lb A req. = 4.92 in-2 3 S req. = 7.04 in-3 X /84 4IN I req. = 19.10 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: zx.F&FZ MEMBER =C-1 CEILING BEAM SHORT LL DURATION SPAN L= 9.00 ft TRIBUTARY T= 8.00 ft W(DL)= 16.00 psf W (LL) = 16.00 psf LINE LOAD W= 256.00 plf REACTIONS V1= 1152.00 lb A req. = 14.46 in-2 S req. = 19.14 in-3 I req. = 49.40 in-4 GRADE = DF1 (4 or over - 5 or wider) USE: 6xP ZF/' MEMBER =C-2 CEILING BEAM SHORT LL DURATION SPAN L= 13.00 ft TRIBUTARY T= 6.00 ft W(DL)= 5.00 psf W (LL) = 0.00 psf LINE LOAD W= 30.00 plf Pi = 1639.00 lb ' Left= 8.00 ft REACTIONS V1= 825.38 lb A req. = 15.01 in-2 3 S req. = 43.34 in-3 x /7 = 61. �J /,V I req. = 165.06 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: 2 - 2x 12 day V2= 250.80 lb V2= 1152.00 lb Right 5.00 ft V2= 1203.62 lb MEMBER =C-3 CEILING BEAM SHORT LL DURATION SPAN L= 13.00 ft TRIBUTARY T= 6.00 ft R� W(DL)= 5.00 psf / Pi = 672.00 lb Left= 1.00 ft W(LL)= 0.00 psf - LINE LOAD W= 30.00 plf Rg P2 = 672.00 lb` Left= 5.00 ft P3 = 1640.00 lb Left= 8.00 ft REACTIONS V1= 1859.62 lb A req. = 23.30 in-2 / _ /N 3 S req. = 55.27 ixn"3 % I req. = 210.51 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: 3 - Zx /a d;y MEMBER =C4 CEILING BEAM SHORT LL DURATION SPAN L= 16.00 ft TRIBUTARY T= 11.00 ft W(DL)= 5.00 psf W (LL) = 0.00 psf / Co LINE LOAD W= 55.00 plf� F,j- PS = 1464.00 1 Left= 4.50 ft P2 = 826.00 lb`/�/flf Left= 6.50 ft P3 = 1464.00 lbr//-CV Left= 9.00 ft P4 = 1860.00 lbl' Left= 10.00 ft REACTIONS V1= 3320.69 lb A req. = 13.63 in-2 S req. = 62.92 in"3 I req. = 547.36 in-4 GRADE = PARALLAM 2.0E PSL USE: �� x {�g�P.fRALLM ?•os MEMBER =C-5 CEILING BEAM SHORT LL DURATION SPAN L= 13.00 ft TRIBUTARY T= 8.00 ft W(DL)= 5.00 psf r t W (LL) = 0.00 psf LINE LOAD W= 40.00 plf P1 = 1185.00 lb` Left= 8.00 ft REACTIONS V1= 715.77 lb 3 A req. = 12.24 in"2 c 4�Vdp1N S req. = 34.15 in"3 x /7 I req. = 130.05 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: 7 - 2"C /Z 16rz Right= 12.00 ft Right= 8.00 ft Right= 5.00 ft V2= 1514.38 lb Right= 11.50 ft Right= 9.50 ft Right= 7.00 ft Right= 6.00 ft V2= 3173.31 lb Right= 5.00 ft V2= 989.23 lb Alp MEMBER =C-6 CEILING BEAM�� SHORT LL DURATION SPAN L= 15.00 ft TRIBUTARY T= 10.00 ft d W (DL) = W (LL) = 5.00 psf ZR C 0.00 psf % J- yl gy LINE LOAD W= 50.00 plf / 2 P1 = 1772.00 lb / Left= 7.50 ft Right= 7.50 ft gI REACTIONS V1= 1261.00 lb V2= 1261.00 lb A req. = 17.45 in-2 S req. = 59.46 in-3 I req. = 255.75 in-4 GRADE = DF1(4 or over - 5 or wider) GK 1c �SEVELEL+S/AS USE: MEMBER =C-7 CEILING BEAM SHORT LL DURATION SPAN L= 13.00 ft TRIBUTARY T= 11.00 ft W (DL) = 5.00 psf 2� W (LL) = 0.00 psf %_ LINE LOAD W= 55.00 plf / Pi = 1016.00 lb/ / Left= 2.00 ft Right= 11.00 ft P2 = 990.00 lb ` Left= 8.00 ft Right= 5.00 ft REACTIONS V1= 1597.96 lb V2= 1123.04 lb A req. = 22.17 in-2 S req. = 36.39 in-3 I req. = 135.66 in-4 GRADE = DF1(4 or over - 5 or wider) USE: Gx /m JF1' MEMBER =C-8 CEILING BEAM SHORT LL DURATION SPAN L= 16.00 ft TRIBUTARY T= 11.00 ft W(DL)= 5.00 psf W (LL) = 0.00 psf LINE LOAD W= 55.00 plf P1 = 2464.00 lb V Left= 8.00 ft Right= 8.00 ft REACTIONS V1= 1672.00 lb V2= 1672.00 lb A req. = 23.22 in-2 S req. = 85.78 in-3 I req. = 393.58 in"4 GRADE = DF1(4 or over - 5 or raider) USE: Cox l Z J-Fl . MEMBER =C-9 CEILING BEAM SHORT LL DURATION SPAN L= 9.00 ft TRIBUTARY T= 6.00 ft W(DL)= 16.00 psf W(LL)= 16.00 psf R/o LINE LOAD W= 192.00 plf j P1 = 357.00 lb/ Left= 3.00 ft P2 = 357.00 lbr Left= 5.50 ft REACTIONS V1= 1240.83 lb A req. = 14.46 in-2 S req. = 19.87 in-3 I req. = 59.18 in"4 GRADE = DF1(2 to 4 - 5 or wider) USE: -4 x-IVoFl- MEMBER =C-10 CEILING BEAM SHORT LL DURATION SPAN L= 11.00 ft TRIBUTARY T= 6.00 ft W(DL)= 16.00 psf W(LL)= 16.00 psf LINE LOAD W= 192.00 plf REACTIONS V1= 1056.00 lb A req. = 13.55 in"2 S req. = 21.44 in'3 I req. = 67.65 in"4 GRADE = DF1(4 or over - 5 or wider) USE: G x f b-r/ MEMBER =H-1 HEADER BEAM SHORT LL DURATION SPAN L= 6.00 ft TRIBUTARY T= 8.00 ft W(DL)= 16.00 psf W(LL)= 16.00 psf LINE LOAD W= 256.00 plf REACTIONS V1= 768.00 lb A req. = 8.08 in"2 S req. = 8.85 in"3 I req. = 15.55 in"4 GRADE = DF2(2 to 4 - 5 or wider) USE: 4 x lz dFz Right= 6.00 ft Right= 3.50 ft V2= 1201.17 lb V2= 1056.00 lb V2= 768.00 lb • MEMBER =R-13 HIP RAFTER SHORT LL DURATION SPAN L= 11.00 ft TRIBUTARY AT LEFT = 9.00 ft TRIBUTARY AT RIGHT = 0.00 ft W (DL) = 12.00 psf W(LL)= 16.00 psf REACTIONS V1= 653.31 lb V2= 326.69 lb A req. = 6.66 in-2 S req. = 10.62 in-3 I req. = 33.35 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: ;ZK f -0rt MEMBER=2x12 DF#2 FLOOR JOISTS AT 16" O.C. CROSS SECTION A= 16.87 in-2 SECTION MODULUS S= 31.64 in"3 MOMENT OF INERTIA I= 177.97 in-4 TRIBUTARY T= 1.33 ft. DEAD LOAD W(dl)= 10.00 psf LIVE LOAD W(11)= 40.00 psf MAX. SPAN (shear) = 33.99 ft. s MAX. SPAN (moment) = 21.45 ft. .0 V " 7 MAX. SPAN (deflection)= 19.88 ft. USE= J�Ai}-x. 3p+?66_ cc PL 17-0 MEMBER =F-2 FLOOR JOIST W.P.L. FROM R2 SHORT LL DURATION SPAN L= 15.00 ft TRIBUTARY T= 1.33 ft W(DL)= 10.00 psf Ry Z W (LL) = 40.00 psf LINE LOAD W= 66.50 plf Pi = 2487.00 lb/ Left= 12.50 ft Right= 2.50 ft REACTIONS V1= 913.25 lb V2= 2571.25 lb A req. = 32.06 in-2 S req. = 47.77 in-3 x /7 = 3 /N I req. = 209.94 in-4 GRADE = DF2(2 to 4 - 5 or wider) USE: q-x /Z JFf �J MEMBER =F-3 FLOOR BEAM SHORT LL DURATION SPAN L= 15.00 ft TRIBUTARY T= 1.33 ft W(DL)= 10.00 psf W(LL)= 40.00 psf �^ Rqt �'Z LINE LOAD W= 66.50 plf P1 = 2687.00 lb i' Left= 12.00 ft REACTIONS V1= 1036.15 lb 3 A req. = 33.03 in-2 S req. = 58.72 in:3 x I req. = 258.05 in GRADE = DF2(2 to 4 - 5 or wider) USE : gyp' < / 2 h F/' MEMBER =F-4 FLOOR BEAM SHORT LL DURATION SPAN L= 15.00 ft Ri3 LINE LOAD W= 359.00 plf P1 = 653.00 lb Left= 3.50 ft REACTIONS V1= 3193.13 lb A req. = 42.55 in-2 S req. = 83.24 in-3 I req. = 358.05 in-4 GRADE = DF1(4 or over - 5 or wider) Right= 3.00 ft V2= 2648.35 lb Right= 11.50 ft V2= 2844.87 lb USE: (P K/Z Opt MEMBER -F 5 FLOOR BEAM SPAN L= 11.00 ft TRIBUTARY T= 9.00 ft W(DL)= 10.00 psf W(LL)= 40.00 psf DINE LOAD W= 450.00 plf REACTIONS V1= 2475.00 lb V2= 2475.00 lb A req. = 39.71 in-2 S req. = 62.83 in-3 I req. = 158.55 in-4 GRADE = DF1(4 or over - 5 or wider) USE: 6x MEMBER =F-6 FLOOR BEAM SPAN L= 6.00 ft TRIBUTARY T= 10.00 ft W(DL)= 10.00 psf W(LL)= 40.00 psf LINE LOAD W= 500.00 plf P1 = 3320.00 lb Left= 2.00 ft Right= 4.00 ft P2 = 2572.00 lb Left= 4.00 ft Right= 2.00 ft REACTIONS V1= 4570.67 lb V2= 4321.33 lb A req. = 22.35 in"2 3 S req. = 33.95 in"3 X �lb = P•�Ak I req. = 88.60 in"4 GRADE = PARALLAM 2.0E PSI. jz �X //9 • USE: MEMBER =F-7 FLOOR BEAM SPAN L= 6.00 ft TRIBUTARY T= 8.00 ft W(DL)= 10.00 psf W(LL)= 40.00 psf LINE LOAD W= 400.00 plf REACTIONS V1= 1200.00 lb V2= 1200.00 lb A req. = 15.79 in-2 S req. = 14.40 in-3 I req. = 22.87 in-4 GRADE = DF1(2 to 4 - 5 or wider) USE: 4x /2 6F, - MEMBER =F-8 FLOOR BEAM SPAN L= 13.00 ft TRIBUTARY T= 3.00 ft W(DL)= 10.00 psf W(LL)= 60.00 psf LINE LOAD W= 210.00 plf REACTIONS V1= 1365.00 lb V2= 1365.00 lb A req. = 19.89 in"2 S req. = 35.49 in"3 I req. = 122.13 in-4 GRADE = DF1 (2 to 4 - 5 or wider) USE: 4x /Z .D MEMBER =F-9 FLOOR BEAM SPAN L= 5.00 ft TRIBUTARY T= 7.00 ft W(DL)= 10.00 psf W(LL)= 60.00 psf LINE LOAD W= 490.00 plf REACTIONS V1= 1225.00 lb V2= 1225.00 lb A req. = 15.47 in-2 S req. = 12.25 in"3 I req. = 16.21 in-4 GRADE = DF1 (2 to 4 - 5 or wider) USE: 4V /z df'i' MEMBER =F-10 FLOOR BEAM SHORT LL DURATION SPAN L= 5.00 ft TRIBUTARY T= 12.50 ft W(DL)= 10.00 psf W(LL)= 60.00 psf LINE LOAD W= 875.00 plf REACTIONS V1= 2187.50 lb V2= 2187.50 lb A req. = 22.11 in"2 S req. = 17.50 in"3 I req. = 28.95 in-4 GRADE = DFl(2 to 4 - 5 or wider) USE: 4YIZ bfl' MEMBER =F-11 FLOOR BEAM O/GARAGE SPAN L= 14.00 ft j?(IGf4-7P1/� R/1V LINE LOAD W= 487.00 plf/; Rev P1 = 326.00 lbY/�L'// Left= 3.00 ft Right= _ = 1152.00 lb Left= 9.00 tt- _.:"PIONS V1= 4356.86 lb V2= 4593.1,1 J rea . I req. = 444.55 in-4 GRADE = PARALLAM 2.0E PSL ✓'4 /x /l g P+2* _/tA'i(i1 Z. o USE: MEMBER =F-12 FLOOR BEAM SHORT LL DURATION SPAN L= 6.00 ft 5EE �ii LINE LOAD W= -487.00 plf REACTIONS V1= 1461.00 lb V2= 1461.00 lb A 3;pA. = 5.04 in"2 S�. = 7.25 in"3 23.67 in-4 GRADE = PARALLAM 2.0E PSL USE: MEMBER =F-13 FLOOR BEAM O/GARAGE SPAN L= 14.00 ft SEe -Fii RTj LINE LOAD W= 487.00 plf P1 = 502.00 lb Left= 3.00 ft Rla!-.-- P3 = 654.00 lb Left= 11.00 ft Right= 3.00 ft REACTIONS 4pl= 4230.43 lb • V2= 4245.57 lb A req. = 20.70 in"2 S req. = 62.92 in-3 I req. = 383.18 in-4 GRADE = PARALLAM 2.0E PSL USE: r% ,n x // J�,¢7z.fLL fin? Z• o E ^aalMOMIiiO Wer Lumber PL7 = 3053 Lb PD1= 3OD2 Lb 5.0 Ft. _ wL PD- 4M PLF wD PD= 1 W PLF 0.0Ftto5.0Ft RL1= 3702 LB RD1= 2972 LB RT1= 6674 LB wL = 0 PLF wu - W rLr I RL2= 1351 LB R02= 1638 LB RT2= 2M9 LB Mub-Loaded Beaml 94 UBC (91 NDS) t StruCalc By: JOHN, POPA ENGINEERS on: O5-23-1999 Proiecl- Location: F-14 FLOOR BEAM Summary: 7.00 IN x 14.00 IN x 15.0 FT / 2.0E WS Parallam • TRUS JOIST-MACMILLAN -- - - -—--•'-•.c^• Moment of Inertia I Depth Required 11.37 In Dead Load. DLD= 0.13 IN Live Load. LLD= 0.14 IN = W 330 Total Load: TLD= 0.27 IN = Lla- •. R T 1= t3674 LB caclionsfRioht Side'l 29X10 LB Rc>rinn 1 onnih Rnnr1 /I and RI Iv 1 d7 IN .... ......... L= 150 FT t taximum Unbraced Span: Lu= 0.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Uniform Load: Live Load: wL= 0 PLF - - .vD= 50 PLF Live Load: PL1= 3063 LB Dead Load: PDi= 30M LB Total Load: PT1= yr_ 6055 rn LB rT Live Laad; ' wL PD= 400 PLF Dead Load: - wD PD= 10D PLF Total Load: wT_PD= 500 PLF Load Start: A= 0.0 FT Load End: B= 5.0 FT Load Length: C= 5.0 FT Properties For. 2.0E WS Parallam-TRUS JOIST-MACMILLAN Bending Stress: Fb= 29M PSI Shear Stress: Fv- 290 PSI Modulus of ElasWft. E- 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: W (Tension): Fb'= 2851 PSI Adjustment Factors: Cd=1.00 Cf�.98 FJ: FJ= 290 PSI Adjustment Factors: Cd=1.00 Design Reouirements Maximum Moment: M. 28193 FT -LB 5.001 FT From Left Support Shear (M d from beam end): V= 6004 LB Comparisons With Reoujred Sections: Section I.1ooc:::. - - Area: Ares= 31.1 IN2 A= 98.0 IN2 Moment of Inertia: Vea= 859.1 IN4 - 1= 1600.6 IN4 Multi -Loaded Beam[ 94 LIBC (91 NDS) j Ver. V400011O By: JOHN, POPA ENGINEERS on: 05-231999 2.OE WS ParagTRUS JOIST-MACMILLAN / Laminated Veneer Lue oi't - Location: F-15 FLOOR BEAM PL1= 2846 Lb oni_ 5.0 Ft. I wL PD=!SMPLF w� PD=1, PLF OA Ft to 5.0 Ft r wLm0PLF 1 RL1= °J' LB RL2=12B2 LB RD1= 2870 LB RD2=1587 LB RT1= 64:34 LB - - RT2= 28M LB Mufti -Loaded Beaml 94 UBC (91 NDS) I StruCalc. BY: JOHN, POPA ENGINEERS on: 05-2331999 Proiecl -Location. F-15 FLOOR BEAM Summary: 7.00IN x 14.00 IN x t5.0 FT / 2.0E WS Parallam - TRUS JOIST-MACMILLAN .... .._ ..._ Required 11.21 In Dead Load: DLD= 0.13 IN . - 0.13 IN = L/1399 _... ... "_... ...: .. ....... LB FtWari i_nad Rnt= ?R7�7 L8 1"roan i n:u, fi17i= ifn7 1 - 1 - 15.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 48D Total Load Deflect. Criteria: U 360 uvaq Load. WD. 5U PLF -'Live Load: PL1= 2846 LB Dead Load: PD1= 2850 LB Total Load. PT7= :a)c Live Load: wt. PD= 400 PLF Dead Load: wD PD= 10D PLF Total Load: wT_PD= SW r.: - Load Start: A- 0.0 FT Load End: B= 5.0 FT Load Length: C. 5.0 FT Properties For. 2.0E INS Parallam-TRUS JOIST-MACMILLAN Bending Stress: Fb= 29M PSI Shear Stress: Fv-- 290 PSI Modulus of ElasUciN: E- 2000DD0 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: FW (Tension). FW= 2051 PSI Adjustment Factors: Cd-1.00 Cf�.98 FY: FY= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M. 24997 FT -LB 5.001 FT From Left Support Shear (0 d from beam end): V. 5765 LB ^.-,mpansons With Required Sections: _ •-__ _ _ _ ._ - Area: Area= 29.9 IN2 A= 98.0 IN2 Moment of Inertia: Irea= 821.5 IN4 l= 1600.6 IN4 MuHi•Loaded Beam[ 94 t1BC (91 NDS) I Ver. V4000110 i JOHN, POPA ENGINEERS on.OS23-1999 2.0E WS ParawOJTRUSeJOIST-MACMILLAN / Laminated Veneer Lu� Ct: • Localic- Q 7.O Ft. C 14.0 Ft. i wL PD-I260 PLF wD • 50 PLF i RL1= 3665 LB i 28M L8 RTt= 6496 LB RL2= 2374 LB RD2- 2645 LB RT2- 5019 LB • Muai-Lorded Beam194 UBC 191 NDSI l StruCalc 4.W BV'JOHN POPA FNGINFERS on' 05-23-1999 Proii ct: -Location: F-16 FLOOR BEAM Summary: 7.00 IN x 18.00 IN x 24.0 FT / 2.0E WS Parallam -TRUS JOIST-MACMILLAN Section Adeauate Bv: 71 8% Contrdlina Factor: Moment of India / Denth Reauked 16 851n Deflections: Dead Load: DLD= 0.31 IN Live Load: T.. , 1 —4. LLD= TI na 0.34 n — IN= LI835 W - I /nor End Reactions(Left Side): Live Load: RL7= 36W LB Dead Load: R01= 2830 LB T_..- PTt= rt4aa 1 A End Reactions(Riaht Side): RL2= 2374 LB Live Load: Dead Load: RO2= 2645 LB T.Mal 1 -4. P11. g11O 1 P Bearino Lenoth Read.(Left): BL1= 1.43 IN Bearing Length Recld.(Right): BL2= 1.10 IN Beam Data: 1= 74n FT c-n. Maximum Unbraced Span: Lu- 0.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 4BO TM=1 I rail rims-t r:a is 1 / wn Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= SO PLF Beam Self Weiaht: BSW= 31 PLF Total Load: wT= 81 PLF Concentrated Load PI: Live Load: PL1= 300 LB 11-4 1 nary Pn7= qYn 1 P Total Load: PT1= 65O LB Location: X1= 7.0 FT Concentrated Load P2: In - In A. PI9= 91M I Dead Load: PD2- 2210 LB Total Load: PT2= 4310 LB Location: X2= 14D FT Uniform Load (Partially Distributed): Live Load: wL PD= 260 PLF Dead Load: wD PD= 7D PLF Total Load: wT PD= 330 PLF Load Start: A= 0.0 FT LULU Eno.D- 11-41 ann/h• r= 1Y.V 7dn C1 T Properties For. 2.OE WS Parallam- TRUS JOIST-MACMILLAN bencino btress: ro= Vb! DCI C4w+. Cl.wes Modulus of Elasticity: E= 2000000 PSI Stress Ferpendlcular to Urain: FC oero- bbU PSI Adjusted Properties: FV(Tension). FW- 2772 PSI Adjustment Factors: Cd=1.00 Cf�.96 FJ� FIla 'larl PCI Adiustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 46150 FT -LB 14 002 FT From Left Su000d Shear (61 d from beam end): V2 58W LB Comparisons With Reaulred Sections: Section Modulus: Sreo- 199.8 IN3 C= WA i I" Area: Area= 30.5 IN2 A= 126.0 IN2 Moment of Inertia: Irea= 2793.3 IN4 C�,ITZ �o4 _ a.ox'N.-C =R07z z--mo = C�fi .c x ,t 27• K 9? o�C�m t G, 7 c� c/,rCJ9¢46J lddL 61C Rf2>F ianl Z #4291� Vi�ov� = a8x/14z44x.67 = 2Z/1Z Zd�K/(gZ44K V 1Dr.+4 -,CVs /� 7, 6� = 7/.rm l� i K d 1I Rv3� f= //. a, n� S. o J KN S T/ J r = FO� E. a- CTd� x /77-F"4*' 4Gz K zz/a x gG _ /IO P.c f � QO @ �o c� � • N, lZ a P U5E z- Z x � 4 7DP I'1 �t rc 'vv/rly 8� FLU l"LL • /J. i0o �• I \� �] C POPA ENGINEERS Inc. STRUCTURAL ENGINEERING CONSULTANTS f GoldenValley Office Oentr • 2542 S. Ba=om Ave. • Carrpbel, CA 95008 Phone: (408) 5594202 Wte 102 Fax: (408) 559•3828 ?, (C- 4 / VF G7- ol— jq 4L 4 -p 7 ZJF 0,-z F �L ef 4�) L __ 44 /C .,D, /0- -4 _ POPA ENGINEERS Inc. I I =pc STRUCTURAL ENGINEERING CONSULTANT51 - - . .. . I -- Gokkn Vagey Offios Conler - 2542 S. Bascom Ave. - Caffpbd. CA 95008 Phone: (400) 5504202 - SUND 102 Fax (409) 55QW8 "/Of � PGP � u O ! O 4RGM[M MO^� r�rar � I -- — i /60 = lAll � �I E Z? x.��/�?0.07~'`j.o� � Zfb PLC Z -_ — z/, o t /3•ox.1/C�.or-ramPLF Z 2 z P� _ �9•mfZ Xf� C7.�r�1.�t t°✓.o� — �J—Z PLC / L / y 6'D PLCAz 1� 17 xJ�Jl�CoJ.St'O�.S 2 / te �] POPA ENGINEERS Inc. r C ;STRUCTURAL ENGINEERING CONSULTANTS Golden VWy 011ie Caner • 2542 S. Bac m Aye. • Carroll, CA 95008 Phone: (400) 5594202 Sidle 102 Fax (408) 550J=S E R T U R N I N G T = C = vshl - 1/3 w(dl) Wall v hl L1 1/3 w(dl) T = C Adiustment stacked walls Adjusted T=C HD's PH ft ft plf I I I yf 27 .o Rl. D '/.$' 770 /(v2�J.o — /(aZsJ. o N/57 37 ll Y 4- a ///J- a — Mrr Zug b ¢lg. o 0 4.ro M, Z74Z. Z•o M57,¢p 4. PA20. © M57-IV' 2�� • 0 8. o /4 0 0 y1fST 37 10Z2•o — ZOZZ.o A,(5T 37 77. o - 9.'l %. a 70 277•a ` 2770 0� 1/i /fj'o �•o o�.S o x4Sj37 6 • S �6�t• o — 76� o MST 3% z 234•0 0 /0-99• o MS707 12. o /'✓�°0. o - / 3�'0. o MST Z✓ % A/J- o o �• o �/. o 9"00.0 — 2V.97• o M5r •S �22• o — d'aZ• o ro•o o6a — 706•� A�fr7Ag DATE �� POPA ENGINEERS Inc. Job No. evgo By =P F STRUCTURAL ENGINEERING CONSULTANTS Golden Valley office Center •2542S.&1:com Ave.• Campbell, CA95008 Phone: (408) 559a202 EX. 1 Suile 102 Fax: (408) 559 3628 OI Chk'd -Li y V E R T U RNING IWO T = C = v=hl - 1/3 w(dl) Wall v ht L1 1/3 w(di) T = C Adiustment stacked walls Adjusted T=C HD's plf ft ft plf lb lb lb Lc Z / M TT z,1v D. ti 6�40 /o o 7,0 79 V7o !to/6, J m 9S o /tD fr, 4— Sy t 3. m 'J• o 17J o �6d°�. o M7-7Wb 26�.0 /a7. o �•0 1/•o ZZ��f.o — Z�G�,o MTTZQ°$ Z33So elr7-W45 7 m' n4r7* 7f 20/. o /o. 0 7•0 147o 6 l.o ✓��°J m /.rly o MTT 7Tb M77T ?leb o 2 O.ro M7 T� 76 2�2.0 /0.0 /0/.o //07TJ VQ.p Zg�7 o MTTl ZC•o /0/. o —20('. c /o .o &477Wt5 �J40. o �0• o • S f • o 4q�. o 7 a • ro 4S /Zl 39� o - 3 ZJ9S o MTT 74V8 7 . ro 66 24 0 — O6 Z4. o /tD 14 A- Iro� ?r31. e /a, a 4. � 7z• � . G�g2•o — Z• o n.�rTZ 13 O ATE �� POPA ENGINEERS Inc. Job No. -gBy \PI/ STRUCTURAL ENGINEERING CONSULTANTS Golden Vaticy OKKe Center . 2542 5. Bal-Ave. • Campbell. CA 95008 Phone (408) 559-4202 EX: 1 wile 102 Fax: (408) 559-0628 Chk'd Eiy Of 5 cl l- SSO /2 P� KT P2ePrP R�� - .6 nE�cenT M�-rcd s 9' etz N V'�NTi �! f�L y'T ���roii NGS Sv�`t �UYD F-5 �LLfd� mn ad�n Psra�I'EQ 6VOC7ZA.f Er"7 24 a �-r-e-an/ rrylF -zowezT G—, 2?lt-0 F 1. itu7aF G Kwi�A �LJ�,E. Lf. C/o f-S•*4cl) _ zzm• o /47 TRY 2 S7`D1L7 `'FZ�n'NG; I � ccNCRE7-G = tifiF d�v STEEL =G M"c lye x x 2rox.�JSx�3=/OZ�_ CUb POPA ENGINEERS Inc. E STRUCTURAL ENGINEERING CONSULTANTS Golden VaGey Office liner • 2542 S. Bas mAve. • Canpbed. CA 95W$ Phone: (409) 550-4202 SLA. 102 Fat (408) 5591,MS 01 Qrj-7jrPClT 1 -11 / -FT- r'��trvv l.�j'JxJ�o K2oa-D-�� 11 cvV IL MGM C Ptf•LL nw ', 4-CCTU.f.4 nd'yT im,"5 Fz 42t-L • �q = / 6-:9 °j •fvv r;[.n rs otC -F4 -5, _ / t /.V, 'Pa,. Pet, �� _ l Z z 4��r�sQ . P&-P -rim ld'9CL. PA-t �l4 = 64-3g� uy� za-rr - Xx _ l�f�t /g,��f�x/2'✓z= 7�13r rc�. rg e t Cam , /0/4; - 0490 O6?e %D 962 fYov _ �ZaJ0�1" �vlrnra. rs mr� R4 * Z�y = /2tTt 2464 �✓7/�J �WMD• rs mhc' \M n�] C POPA ENGINEERS Inc. STRUCTURAL ENGINEERING CONSULTANTS Golden Valley Office Center • 2542 S. Bascom Ave. • Campbell. CA 95008 Phone: (408) 5594202 Suite 102 Fax: (408) 559-3628 CC� CITY OF CUPERTINO Community Development Department 10300 Torre Avenue Cupertino, California 95014 Phone (408) 777-3308 Fax (408) 777-3333 November 7, 2000 Mr. & Mrs. Sarmadi 546 Arboiada Dr Arcadia, CA 91006 RE: Building Permit for 22751 Mercedes Road, Cupertino Dear Mr. & Mrs. Sarmadi, Prior to any final inspection, you must provide a privacy protection plan subject to Section 19.28 of the Cupertino Municipal Code, subject to staff approval. The plan shall show the entire site, with diagrams of the views from all second story windows. Planting shall be provided along the property lines to block views into neighboring yards. Attached is a copy of the relevant sections of the ordinance. Sincerely, e�� Peter Gilli Associate Planner M IAN GEDDES TREE CARE, INC. PROFESSIONAL ARBORICULTURE P.O. Box 2962 • Saratoga, California 95070 • (408) 374-8233 May 11, 2000 Mr. Thomas Dowdakin Architect 6604 Barnsdale Ct. San Jose, CA 95120 RE: Action List as Provided 5/1/00 Items for Thomas Dowdakin Only Sarmadi Site 22751 Mercedes Rd. Cupertino, CA Dear Mr. Dowdakin: Please find attached a complete protection plan according to your request. 1) Prior to operations, remove all identified trees. 2) Prior to any form of demolition, clearance or construction, all remaining trees should be pruned by qualified professionals to allow adequate clearance for personnel and machinery and to allow for proposed construction envelopes. 3) Protective fencing, (recommended "Hi -Viz" orange plastic type, secured to well driven round, wooden posts), shall be erected in the vicinity of the drip lines of the identified trees. This fencing shall be erected under the supervision of a Certified Arborist and shall only be moved under his or her direction. This fencing is to stay in place until final landscaping phase. The purpose of this fence is to protect contractors from accessing and storing of materials and chemicals beneath the trees. Due to the physical constraints of the site, complete fencing will not be possible, especially in the case of the three Oaks to tight hand side of the drive on entry. Ground works in this area should be performed under Arborist supervision and clean cutting of any damaged roots should take place at this juncture. so -, of CpMM i\CAERCI�L 11RBORICULTURE National Arborist Association Mr. Thomas Dowdakin 5/11/00 Page 2 4) Install a 4 to 6 inch layer of organic wood chip mulch beneath the driplines and inside of the temporary construction fencing. This will act as a large "organic pillow" preventing physical damage to the soil while returning organic matter to the soil. 5) During construction, irrigation should occur at least once per month, (deep watering), to benefit all protected. 6) Any ongoing or as needed pruning should be performed by qualified or experienced tree workers. 7) Following construction, all trees should be inspected and pruned for health and aesthetic reasons with inspection following one year later. This document to accompany the Tree Removal and Protection Sketch, dated 5/11/00. Res7ectffiAly submitted, NDH (Arb.) MlnsM. PeggistereCd ertified Arborist #0593 Consulting Arborist #308 IG:lg doWa.Mz ® IAN GEDDES TREE CARE, INC. rcn(vii i r-io i t o CUPERTINO SANITARY DISTRICT Santa Clara County 20065 Stevens Creek Blvd., Bldg C. Fax (408) 253-5173 Cupertino, California 95014 Phone (408) 253-7071 CONNECTION PERMIT R.O.S./P.M./fractt No. Lot No. A.P.N.: Book .5 J �1 I..- Page 4 4 Parcel 10 Property Owner: i�Q YVl r G h SO Y yU1 G I Mailing Address: `S'4 �c r b o l a a 3D r- (If different) A r .1) nn 1 o0 !Telephone: 7--,I.2000 Date Y NO PHYSTA!" CONNECTION Sirs: (I/ We), being the owner(s) (owner's agent), hereby make a plication for connection of the property at: 2 2 7s/ 14e rce- a C1, �Q-�- 7�f A O consisting of the following TYPE OF BUILDING(S): / Residential: Single Family_; Multiple Family ; No. Units! Commercial , Industrial , Other ; No. Units do hereby request a permit to connect to the sewer system of the Cupertino Sanitary District. IN CONSIDERATION OF THE GRANTING OF THIS PERMIT, THE OWNER AGREES: 1. To comply with all existing Ordinances, Rules and Regulations of the Cupertino Sanitary District as now or hereafter amended. ?. To maintain the House Sewer (that portion of the sewer within private property) which includes a cleanout (raised to grade and accessible) located at the point of connection with the Lateral Sewer (that portion of the sewer in the street right-of-way or District Easement). / •3. To acquire a Plumbing Permit from the Ci- of A-4 n a Building Department and obtain inspection and approval by said Building Department nor to covering of the work or use of the sewer. 4. To first expose and inspect for serviceability the Lateral Sewer (that portion of the sewer within the street right-of-way or easement), prior to starting construction of the House Sewer. 5. That this permit does not constitute a request for the issuance of an encroachment permit for sewer construction in the street/public right-of-way of the agency having jurisdiction thereover. 6. To call Underground Service Alert (USA) 1-800-227-2600. at least 48 hours prior to starting grading or digging operations. u /� SPECIAL ERMITCONDITIONS(E/xhibits): O may« wA)�%EC _ ri P�fQ�n Go 7�S V /I fit( D'71 a-s-eivct At wt A BACKFLOW Pro ective Device shall be, installed on the above property by the owner. Type of device and installation shall comply with the Plumbing Code Requirements of the jurisdiction shown in 3 above. FEES: 7�00 Connection Permit Fee- 9—= I $ Sewer Service charges to June 30, t. $--�/mo. x mo.: S Inspection Fee for backflow protection device: S ,onsiderations and Restrictions of this Sanitary Sewer Connection Permit with attached Exhibits (when noted), are hereby agreed to and acknowledged by the undersigned Owner (or Owner's Agent). Failure to comply will void this permit. Acknowledgment: _r C3�-� Z/2 ?/y J Owner's Agent: 05/10/2000 11121 FROM POPP ENGINEERS S.E.C. TO 777�3 P.02 ARK ENGINEERING COMPANY CONSULTANTS FOR: F011I4DAT10:1 aNOTMEMNG ",0MYMiCS. MOLL A" acx:l: XRCIL NICS l ASL"-2' raS dtlttJtUYt:. C�fe:lNrldliltlG:SLPAemY IeRVIR()`7NP1'UAL 11:12 CeERRm 114 Mo]v etrIt. VIA- D4, Lab (Mv% CYeru-ia 97070 ]99• 1174 / CPaf) G37.SYM1 r.. (4o�r99.1134 May 4, 2000 Project 134-Z, SC-1193 Mr. oil Mrs. 8armadi 22751 Mercedes Road Cupertino, California 95014 RE: SUPPLEMENTAL GEOTECUNIC43. ENGIMRING STUDY FOR THE PROPOSED SINGLE FAMILY RESIDENCE APN 342.44-10 22751 MERCEDES ROAD, CUPERIINO, CALIFORNIA Dear Mr. & Mrs. Sarmadi: in accordance with your request, we have performed this supplemental geotecli ical engineering study for the captioned project. We have previously perforated a geotechnical engineering study for this project and presented our findings in our report dated May 25, J999. Steven F. Connelly, CEO, also performed a geological investigation at the site and presented his conclusions in a report dated May 19, 1999. Based upon our telephone conversations with the City of Cupertino, wa understand that the City's consultant, Cotton, Shires & Associates, Inc. reviewed Mr. Connelly's report and submitted their review letter to the City on May 27, 1999 requesting a gectechnical engineering investigation, plan review and field observation at the captioned site. We received a copy of Cotton's review letter an April 25. 2000. Based upon our review of the above referenced materials and our discussions with Mr. Bruce Donalme of the City of Cupertino, we have prepared this supplemental geotechnical engineering study report which updates our previously submitted report in two areas: 1) Seismic design lectors, and 2) Re:takiing walls. The conclusions and recommendations presented in this and our May 25, 1999 reports are contingent upon ARK Engineering Company being retained to review the final puns and specifications and to observe the site grading and foundation phases of the work. Researchers have recently subdivided the San Andreas and some other faults in California into segments that are associated with characteristic earthquakes (Working Croup on California Earthquake Probabilities - WGCEP; 1988, 1990). In general, these segmentation models are postulated for faults where there is more abundant or better quality data for making the" subdivisions. Earthquakes along these designated segments have also been assigned an expected earthquake magnitude. Where there is insufficient data to warrant the subdivision of the moult Into segments, the maximum, credible earthquake for that fault is given. Each fault, and its appropriate fault segment if applicable. is discussed below. 131-2 ARK P. g419"X e:enrV—V FkV 03�3012a 00 11321 FROM POPP ENGINEERS S.E.C. TO 7773333 P.03 • Mr. A At & Sur ew ^'jets 134-7, SC-1193, May 4, 2000 The San Andreas fault is the moot important teotonio feature in California, octead(ng over 700 miles tom the Gulf of California to Point Arena, where it goes of%hore. Major historic earthquakes on the San Andreas fault have caused significant shaking in the vicinity of Cupertino in 1833 (estimated ruagnituds 7) and 1906 (estimated magnitude 9). The reported damage and the shaking in the site vicinity during the 1906 San Francisco earthquake indicates intensities equivalent to X or higher on the Modified Mercalll Scale (Lawson, 1908). The WGCEp (1990) assigned an expected magnitude of 7 to the Peninsula segment of the San Andreas fault, the segment closest to the subject property and estimated a 23% probability of this event between 1990 and 2020. The overall estimated recurrence interval for the magnitude 7 earthquakes on the Peninsula segment is approximately 135 to 150 years (WGCEP, 1990) although recent work by Hall at al. (1994) suggests a recurrence interval of about 130 years. The Monts, Vista fault, a southwest -dipping, low angle thrust fault, lies to the northeast and southwest of the site. Hitchcock at al. (1994) discuss geomorphic evidence for possible Holocene activity on the Monts Vista fault and consulting trenching studies have found evidence of soil offsets on this fault, suggesting it is active. Because of its relationship to the San Andreas fault, the Monte Vista could also participate in a magnitude 7 earthquake on the Peninsula segment. Kovach and Berozz (1993) present evidence suggesting the Monte vista fault could produce earthquakes of up to magnitude 6.6 if it was to rupture independently. The Sargent Berrocal fault zone, It series of taut and strike -slip faults, roughly parallels the San Andreas fault in the east -central Santa Cruz.Mountains. Olson (1990) attributes magnitude 5+ pre -shocks associated with the 19g9 Loma Prices earthquake to the Sargent fault, indicating Holocene activity. Wcsnousky (1996) assigned a maximum credible earthquake of magnitude 7.1 to this fault but did not estimate its recurrence interval. The Hayward faun bounds the west flank of the East Bay hills. Major historical earthquakes (estimated magnitude of about 7 to 7+) occurred on the Hayward fault in 1936 and 1368. The WGCEP (1990) has estimated expected magnitude 7 earthquakes for both the northern and southern segments of this fault. The southern segment is closer of the two to the subject property. Over the interval from 1990 to 2020 the northern segment was assigned an estimated probability of 28% while the southern segment was assigned a probability of 23% for a magnitude 7 earthquake. The WGCEP assigned recurrence intervals of about 167 years to both segments. Very recent work on historical rupture suggests segment boundaries assumed 15I-2 AJtX NP9insoug Company Pao 2 05,10,2000 11,22 FR0M POPA ENGINEERS S.E.C. TO 7773333 P.04 Mi. Mrn S�wadr NoJea J34-2, SC4I93, May I, 2099 previously by the WOCEP may be too short. This indicated that earthquakes larger that magnitude 7, possibly up to magnitude 7.5, are possible on the Hayward fault, although the evidemae requires further analysis. PAKOD .,c The Calaveras fault bounds the west side of the southern Santa Clara Valley and extends along the eastern flank of the East Bay hills. Earthquakes of about magnitude 6 have occurred oa this fault southeast of San Jose in 1979 and 1984 and a similar magnitude eanhquake may have occurred on the northern Calaveras fault in 1861. The WGCEP (1988) assigned a maximum magnitude 7 to the Calaveras fault for probabilistic assessment purposes. Wesnousky (1986) estimates a recurrence interval of 157 years for magnitude 6.3 earthquakes on segments of the Calaveras fault closest to the subject property. As with most of the San Francisco Bay Area, the proposed site is in a region of high risk of seismic activity. Our review of the available geologic references indicated that the site is located approximately 20 miles southwest ofHayward Fault, 24 miles southwest of Calaveras Fault, 4 miles northeast of the San Andreas Fault Zone and 500 feet northeast and 200 fWt southwest of the Mont, Vista Fault. Except for MowA Vista Fault, the remaining faults are considered active by the State of California. Stavcn F. Connelly, C.E.G., performed a fault investigation at the site and presented his findings in the report of May 19, 1999. Evidence of fault offset, landsliding, or groundwater was not encountered during the geologic investigation. Monta Vista Fault, is considered potentially active by the City of Cupertino and County of Santa Clara. it i0 included within the Sargent-Berrocal Fault System. As indicated on the USGS open File Report 94-187, by Hitchcock et al., during the 1999 Loma Prieta Earthquake, deformation occurred along the Sargent-Berrocal fault system. This deformation is considered to be induced by the San Andreas Fault (a secondary deformation). (liven the relative rates of activity and seismic potentials of the faults, the San Andreas fault represents the most probable seismic hazard to the subject property. Because of its proximity to the site, the Monta Vista and Sargent-Berrocal faults or fault zones are also significant potential sources of seismic ahakiag, although their activity rate is much lower than the San Andreas fault. Table 1 shows the distance from the site, estimated recuaence interval and the maximum probable (i.e., expected) or maximum credible magnitude of earthquake for each of these five fault systems. Estimates for maximum probable earthquakes differ from maximum credible earthquakes. Estimates for maximum probable earthquake are based on su!$ciem data to make an estimate of the largest earthquake that probably will occur during a specific interval of time along.any particular fhult or segment of a fault. Where there is insufficient data to allow such an estimate, the maximum credible event is given for the fault or fault segment. Maximum credible event IJJ-1 ,IAK9 Cor 9-7 Page 3 03,10,2000 11123 FROM PO0PP ENGINEERS S.E.C. TO 77713 P.03 Mf. d Mir. SWMAA9 Prvfoa 134.2, SG1193, Mey /. 1000 ostimaws are generally mere c —w-tive (i.e., larga) than maximum probable events because they assumc longer rupture length for the fault in question. On-sito acw1crarous are estimated using attenuation relationships based on analysis of empirical data. The data available show a high degree of scatter and contain few data poims for near -field events (within approximately 10 km). The on -site accelerations listed in Table 1 are based on the relationship of Seed and Idriss (1982) and ldriss (1991). Their curve is in wide use and is generally more conservative than other published relationships. Seed and Idriss' curves effectively predicted ground accelerations for most rock sites during the 1989 Loma Prieta earthquake. in assessing the various attenuation curves presented in the literature, it is important to take into consideration several factors. The use of mean peals acceleration for seismic design is an attempt to provide a simple, one parameter characterization of a phenomenon that is inherently multi -parametric. As such, it is a semi-sxbitrary measure and should probably be viewed more as in index than some absolute empirical quantity. Compounding this difficulty is the fact that instrument response, wave path. and site of tas can have ere largo an effect on measured acceleration as attenuation. It is for this reason that the data base shows such a large scatter. This is not to say that the accelerations listed in Table 1 are the highest accelerations that can occur at a site. Rather, the accelerations predicted by Seed and Idrise relationship are reasonable average values, and they may have to be modifierd for individual sites. Utilizing the attenuation curves of Seed and Idriss (1982) for rock sites, the estimated mean peak horizontal accelerations, in terms Of percent gravity (93), that might be expected at the site from the maximum credible or expected event on each of the listed faults are shown in Table 1. A predicted acceleration of 0.7g during a magnitude 7.0 earthquake is listed for the Peninsula segment of the San Andreas fault_ Curves from Idrim (Figure 12a, 1991) yield an identical result. Other fault segments have a high probability for producing major (M7) earthquakes during the expected SO -year economic lifetime of the project, but they arc located farther from the subject property and thus would produce leas intense shaking at the subject property that the recommended design earthquake. Ploessel and Slosse:n (1974) indicate that repeatable high ground accelerations (RHGA) are a more important parameter for seismic design than peak acceleration. Their work indicates that RHGA are approximately two-thirds of the peak acceleration. This suggesta that the recommended design earthquake on the San Andreas fault would generate a RHGA of approximately 0.46g at the site. The duration of strong shaking independent on magnitude. Dobryet ai. (1978) bave suggested a relationship between magnitude and duration of "significant" or strong shaking by formula: LoQDQo.432M- I.83 Where D is the duration and bf is the magnitude. 134-2 ARX 6ayL OW109 C 19-Y Page 4 05�10,2000 11,24 FROM PO�PP ENGINEERS S.E.C. TO 777?3 P.06 Mr. A Mrs. Swfmdl ProJQa 134-7, SG1193, MV 0, 2000 The duration of shaking during a magnitude 7.0 earthquake on the Peninsula segment of the San Andreas fault. which has a moderate probability of occurrence during the economic lifetime of the development, would be about 16 seconds. TABLE 1 SUMMARY OF FAULT DATA r.ui Nmr lskured N&AbOA a aodit,lo a orEve" (a)EtaOCwb Ms®1mde Yai°r°J aeammw(ML) (ran) Dis+na 5°m m (W-) L'rimrd WAM pwk ho,i>t°aulvood.a>tlap4a AGA— OdAuLlta Wvft") 7.000) 131bWC2) 4 0.7 V rd 1.0 20 0.23 7.0 (e)pj No diWd 24 0.16 svwr ta.+ool 7.1(0x4) Na atfmrod 2 0A7 y� i7 (.Xs) M9 a&.AW 0.05 0." (1)SaO Od IQly, 176,h L-+%, A-- rfbhWlar 1990 (2) W ddne g,9W w c� o1o6 Eamq—k. (3) Wak04 Grata m CAWMAA EK*K Mk* Ptvbo kko' 190E (4) W02a"Y, 19" (3) Ku.a,h � Bav>a. 19P3 �y °.imo�o AWN+° direct Oak) In the immediate vioinity of the site, there doe* not appear to be any known active faults; hence, it is reasonable to conclude that potential hazard of fault offset through the site is minimal. However, in view of the proximity of known active faults, it is considered likely that the proposed structure will be subjected to at least ern moderate to severe ground shaking caused by a major earthquake during the life of the proposed development. As with most of the San Francisco Bay Area, the proposed site is in a region of high risk of seismic activity. Our review of the available geologic references indicated that the site is located approximately 3.5 miles northeast of the San Andrea* Fault zone and 500 feet northeast and 2t)D feet southwot of the Morita Ysu Fault. Based upon our discussion with the project structural engineer, in accordance with the Section 1629.9.3 of UBC, the static lateral procedure using the following base shear equation 25C11w y = May be used. The soil type at this particular site dictates use of "So" type. � Based on the site's distance from the Sari Andreas Fault Zone, closest "A" type fault, the near source factors N4 and 24, would be 1.2 and 1.6, rapecdvaly. These factors for Monta Vista Fault, a "B" type fault, would be 1.3 and 1.6, respectively. We recommend use of nuns stringent pair of factor given above. We understand that the remaining factors will be selected and calculated by the project structural engineer. 13411 .u¢310griee+atnd Cowrynry Pg. I 05�10,2000 11125 FROM POf NGINEERS S.E.C. TO 77730 P.08 NA Adfis. Sarn o& Project 134-2, SC-1193, M4w 4,1000 If you havc any questions concerning our findings, pleeao call. Very truly yours. ARK Engineering Comp Amur EL Project P c'Pal PE 50416 SillyNC Lin Principal Gootechnical Engineer OE 526 AR/FK: mr copies submitted: Addressee (5) Mr. lomus Dowdakin, Project Architect (I =) 134-2 ARK Zngb twbfg COMP-Y Page 7 05,Io,2000 11125 FROM POJWNGINEERS S.E.C. TO 7773* P.07 Mr. K Afra Sarw... a P�jwa 13I-2, SC-11 D0, NW 4,200 Based on the existing project plans, proposed residence would not require any retaining wells. mowavcr, on-sito grading requires construction of retaining walls on either aide of the parcel. Theses walls should be designed to resist an equivalent fluid weight of 30 pounds per cubic foot. Walls that are restrained $om movement at top should be designed for an additional uniform lateral pressure of 10H pounds per square foot, in addition to the above design equivalent fluid weight, in which "H" L the hd& of the wall in feet. Additionally, the walls should be designed to resist additional lateral loads caused by surcharge loads (if any). These additional loads, equal to one-third the anticipated surcharge for unrestrained walls, or one-half the surcharge for restrained wall, should be used in design. Lateral earth pressures induced by earthquake should also be considered in design. We recommend that the earthquake induced lateral loads be taken as that imposed by an equivalent fluid weight of 20 pounds per cubic foot; however, the distribution of this load should be taken as an *invert triangle," with resultant force acting at a point two-thirds of the wall height above the base of the wall. Tho preceding pressures assume sufficient drainage behind the walls to prevent the build, up of hydrostatic pressures $om surface water infiltration and possible rise in groundwater table. Adequate drainage may be provided by means of placing 3/4 inch minus dean crushed rock wrapped in 61tcr fabric behind the wall. Drain pipe, with perforations facing downward, needs to be imbedded within the rook at the base of the wall. We recommend that water collected through the sub -drain system be directed into proper discharge Mcility. Our services consists of professional opinions and recorruncadations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties, either express or implied. We are responsible for the conclusions and recommendations contained in this report sad our previously submitted Geotechnical Engineering Study Report of May 25, 1999 based on the data relating only to the specific project and location discussed herein. In the event conclusions and recommendations based on these data are made by others, such conclusions and recommendations are not our responsibility unless we have been given an opportunity to review or concur in such conclusions and recommendations in writing. This report has been prepared in order to aid In the evaluation of this property and to assist tho designate in tho design of this project. In the even of any changes in general design or location of the structure or anticipated grading concept, our conclusions and recommendations shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by ARK Engineering Company. J"_2 ARK KsigbeerkS C-FWA" rrge a t ARK I&GINEERING COMPANI0 CONSULTANTS FOR: FOCNDATION ENGINEERING, GEOPHI'SICS, SOIL AND HOCK NIECIIAN ICS FARTII UAKF.ENGINFY:RING ENGINV.Y:RING GY:OLO4:Y F.NVIRONNIEIYTAL F.NGINEF.RINiG 114 Rowe Strcet, Suite D4, Los Gatos. Califmia 95030 TO: (408) 399.1154 / (916) 657.5084 Fax:(408) 399.1154 October 22, 2000 Project 134-2A, SC-1210 Mr. & Mrs. Sarmadi UEl 1 1 Z000 22751 Mercedes Road Cupertino, California 95014 RE: PROGRESS REPORT NO. 1 GEOTECHNICAL ENGINEERING SERVICES: CONSULTATION, OBSERVATION, AND TESTING DURING EARTHWORK OPERATIONS FOR THE PROPOSED SINGLE FAMILY RESIDENCE APN 342-44-10, 22751 MERCEDES ROAD, CUPERTINO, CALIFORNIA BETWEEN 9/28 AND 10/23/2000 Dear Mr. & Mrs. Sarmadi: This report presents the results of our construction consultations, observations, and associated laboratory and field testing during the earthwork phase of the proposed development during the period between September 28, and October 23, 2000. Our scope of work during this report period included: l . Review of project specifications. 2. Intermittent observations of placement and compaction of fill materials within the re - excavated trench used during the geological studies. 3. Intermittent observations of placement and compaction of fill materials within the proposed building pad areas. 4. Intermittent observations of placement and compaction of fill materials within the drainage pipe trench along the existing creek alignment. 5. Performing laboratory compaction tests on selected samples of on -site soils. 6. In -place density and moisture content testing of the compacted on -site materials within the excavation and building pad areas. 7. Preparation of this progress report. 134-2a ARK Engineering Company Page I ( 'Mr. & Mrs. Sarmadi • Project 134-2A,01210, October 23, 2000 During the earthwork operations within the building pad, geological study trench and pipe trench within Creek areas, compaction procedures were observed and substantial number of field density tests were performed to evaluate the adequacy of the placement and compaction of structural fills. It should be noted that the previously backfilled geologic study trench, marked by the survey crew, was re -excavated and re -compacted within the limits of the proposed building and extended approximately 7 feet beyond that limit. Based upon our field observations and testing, it is our opinion that the subgrade preparation and placement and compaction of fill materials within the building pad and trench areas were completed in substantial compliance with the requirements outlined in our May 25, 1999 Geotechnical Engineering Investigation Report. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. Remaining Work To Be Observed The remaining work to be observed by us includes: Footing foundation observations. Drainage installation behind the retaining wall structure. Observations and testings during the earthwork operations within the proposed driveway and garage areas. We thank you for the opportunity to be of continued service. If you have any questions regarding our findings, please call. Very truly yours, ARK Engineering Company Amir H. Ra Project P ncipal AR/FK:mr copies submitted: Addressee (5) 134-2a ARK Engineering Company Page 2 t ARK 10GINEERING COMPANY CONSULTANTS FOR: FOUNDATION ENGINF.ERINC, CEOPIII'SICS, SOII. AND RCX'6 DI F.CI IANICS FAR'rll l'A6E 6NGINr:h:RING FNGINr:r:RING Gr:01.0(a' FNVIHON\ir:N'rA 1, r:NGINr:EKING 114 Roy" Street, Suite D4. I.os Gatos, Calirumia 95030 Teh(408)399d154/(916)657.5084 Fax: (408) 399-1154 December 5, 2000 Project 134-2A, SC-1212 Mr. & Mrs. Sarmadi 22751 Mercedes Road Cupertino, California 95014 RE: PROGRESS REPORT NO. 2 GEOTECHNICAL ENGINEERING SERVICES: OBSERVATION DURING FOUNDATION EXCAVATIONS FOR THE PROPOSED SINGLE FAMILY RESIDENCE APN 342-44-10, 22751 MERCEDES ROAD, CUPERTINO, CALIFORNIA BETWEEN 11/21 AND 12/5/2000 Dear Mr. & Mrs. Sarmadi: In accordance with your request, we have observed the footing foundation excavations. Our representative intermittently observed footing trenches for their sizes, depth, and subsurface materials. We have previously performed a geotechnical engineering investigation at the captioned site and presented its results in our May 25, 1999 Geotechnical Engineering Investigation Report. Based upon our field observations, we judge that the foundation excavations were extended sufficiently into subsurface materials of adequate supporting capacity. Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. Remnining Work To Be Observed The remaining work to be observed by us includes: Drainage installation behind the retaining wall structure. 2. Observations and testings during the earthwork operations within the proposed driveway and garage areas. 134-2a ARK Engineering Company Page 1 Mr. & Mrs. Sarmadi • Project 134-3A, *11, December S, 2000 We thank you for the opportunity to be of continued service. If you have any questions regarding our findings, please call. Very truly yours, ARK Engineering Company Amir H. Ran i Project Pri ipal AR/FK:mr copies submitted: Addressee(1) Mr. Ed Lazzarini, Project contractor (1) 9805 Wilford Way Gilroy, California 95020 134-2a ARK Engineering Company Page 2 MARVIN 1). KIRKEIIY 2397 POREs'r AVENUE SAN .IOSE, CA 95128 (408)984-0331 December 8. 2000 .lob No. 98044 Building Department 10300 Torre Avenue Cupertino. CA 95014 Re: 22751 Mercedes Drive Gentlemen: I have reviewed the grading plan, the as built graded pad, and the house plans for the subject property. By my calculations the natural ground elevation under the highest point of the roof is 467.0 feet. With the zoning ordinance allowing a 28 foot high structure, the maximum elevation of the roof is 495.00 feet. The building plans show the first floor elevation to be 469.0. Therefore, the maximum height of the proposed house is allowed to be 26.0 feet from the roof peak to the finish first floor. If further information is required please contact the undersigned. You truly...-- /�� QQuOFESSIpN i%larvut D. Kirk by k ��Q�oJ�N D' i9f Registered Civil Engineer c�17 w No.14,701 " m ,1 Exp. u^^. C•. (a IAN December 7, 2000 GIDDES TREE C�RE, INC. PROFESSIONAL ARBORICULTURE P.O. Box 2962 • Saratoga, California 95070 • (408) 374-8233 Mr. Ed Lazzarini Lazzarini Construction, Inc. 9805 Wilford Way Gilroy, CA 95020 RE: Sarmadi Development Site 22751 Mercedes Rd. Cupertino, CA 95014 Dear Mr. Lazzarini: Thank you for the opportunity to inspect the trees at the above referenced site, more specifically, Tree 44 and Tree #5, as indicated on the building plans. It would appear that during the course of excavating for foundations, works were necessary beneath the canopy of Tree #4. This was understood at the outset of the plan and that special care was needed for this particular tree. The nature of the excavation is such that a right angled cut has been made its apex pointing towards the tree at a distance of approximately 6 feet from the tree. This cut is to a depth of approximately 3.5 feet and the two sides radiate away from the tree, (rather than pass by it), keeping the damage to a minimum. Several small roots, perhaps three or four, were severed during the course of excavation, none of which exceed two inches in diameter. Also, several very fine absorbing roots were also severed. I estimate the total root loss for this tree, associated with the excavations, to be in the region of approximately 10%. This is certainly an acceptable factor for a tree of this age to be able to easily overcome, The likelihood of observable decline as a result is minimal. With regard to Tree 45, a cut has been made at approximately the dripline of the tree to accommodate a new foundation. This particular cut does not compromise the established tree protection zone and should be of little consequence to the long term health of this tree. All of the remaining trees remain not impacted by the construction, tree protection zones are not compromised and dripline fencing is still in place. s« eir i\CA COMMERCIAL c+nsv.,.,o ♦.r+.•+* 9�z;National Arborist Association Mr. Ed Lazzarini 12/7/00 Page 2 It is my recommendation to fortify Tree #4 with approximately 150 gallons of complete fertilizer, soil injected at 2-300 psi. These works should be done prior to March, 2001. The remaining trees on the site should be inspected following construction and any necessary fertilization and pruning works should be carried out at that particular time. To encapsulate, it is my feeling that the trees identified for retention are receiving adequate protection when one considers the parameters within which the contractors must work. If protection measures continue in a similar fashion for the rest of the project, there is little reason why the trees should not thrive for the long term. Riapectfully submitted, *ASegi,te7red H (Arb.) MlnstD. 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FANZ- J6 ry wit 46e1Novc, .�1�� �10�✓16QIGIN,� t; SS � AIAO Guy" 70 R60A.-I (P09IgL6 Pool Nam# Maa+rti ! cict*1 6601E a go2tsa' vs�3 SG�L6 1 f .- lot &K 201 62 SIk12+k�'o��4 GA- 09;07/0 (14 op') 14bDITIuI►I L UV6 OAK vO ROM.'-3 LfAN5 ova FloMb DRtv'c # 90TRIM A-CWC4. SMtiAW, A£MOVPtc- of T�IIS ��• (0 W IVS00 A11. OI) a 0 7 •ffft,.. .. ffU" it P II Lli l�' Fair R etai I:; ,,Ah"o 17n Fmk Retain 4 1 14+004 lap Paola- t_ _ I Oak Ir Ciao(# RAMID - ^r, / '1 ,� .6 1 t►e0di tS" FairIV, f -- 1>w tPiptN 7 } b'P U 2r Fair I, 1 Limo Oak it Good Retain i i li , Uve Oak ion Goat! Rstsia 1 l0 Live Oak 4" Poor Remo" i i l Live Oak wo Poor Nertil H 1 12 ' Box EMw 11" Poor Rt nxm : I I 113 Live Oak r Fair (aw ds is &hvmy) Remove -1 v I f j(_ )i _ _ _;, `� if C l., , C._' s L. C G- lit iI •_ �,eY I1:,T- I '� ; .y / � �! A ii I r L' I � \`\ \1 I I, L.vt '✓N. r'._t ; I 1, L ) / , I I % 11 1 %' %' , /I \ \ !_ ` ' \ I I____-_,_,,_ ___-__ -_; , I - R424� \ al : t c fi i od i d � an for t 1 i t we on .. h i Fat c rile to bla I,ittatile "California Miselon" Chars A, IC843 N 26S6P. Col ` I 'r or aalection to % l.. I.be6l�roved- by owner. % I i ." . 11 It ooF�. 11o1=op ,, .. -l' l•liRMN1AIOBT N571dlfitib C1UCktitTt RESIARNSSAl Page I MP-1R MANDATORY MtA5JRL5 CHECRLIM RESIDENTIAL Page 2 Mi-19 lei ' t Tit�O,......... l�A�R. OI It6110,S11C0 fate......., 06/24/99 Project Title........,. SAAM9IDI RESIDtfict Date......,. 05/24/99 Ptae Addesee........ 22151. M!<faGEDSS WOAO ••••••• C11PEAT/NO, CA. •v4.51• 11I,5i File-SAWDI Wth-CTZO41S92 Program -FORM NF-111 Documamtatlon Author,,. JAMES S3GLER ••••••• 1 leg ere 1 1 User#-MP.i01 User -Prank R. Lannucci Energy Rim -NEW HOUSE FOR sank R. Santucci Energy Consultant I - - -� - ----- 1 N HarrIsom Ave Ste 210 an ec / a i I ' 11, CA • 95000 i SPACE CONDITiCKIHG, WATER HEATING AND PLUMBING SYSTEM MEASURES 409-ebb-1420 s ec a • Climate Soon........... 04 Design- Enforce- i Comp22attee Method....., MICAOPAS4 v4.51 for 1995 Standard. by Snsrcottp, Inc. or ment 110-131 HVAC equipact, water hesteFe, shoverheade and faucet" 19ICROPASI v4.51 Pile•SAAMADI Wth-CTE04591 Program -FORM MF-lA I certified by the CIC• x_ ____ UsarMNP1107 User -Frank A. ta"nucei Energy Run -NEW ROUSE FOR 1501h)t Heating and/it cooling loads calculated in accordance v or ACCA. __ _ with ASNAAE, SMACNA 150(ilt Setback therunstat on all applicable heating systems. ___ _-_ Lowt a♦ r•sid n 2 1 e tl� buildings subject to the Standerde must contain three 150(j): Pips and Tari titillation mesa se re a a t YF q tdlea of he compl/ance approach used. It•sa Worked with an 1. Indirect Facet a:.e, tanks (e,q „ untied storage tanks or asterisk (•1 mar tea superseded by more stringent compliance requirements listed backup solar Rotwater tanks) have insulation blanket (R-12 on the Cettlficats o! .cppliance. Mben this checklist it ineorpotated into tAe or greater) cr ,;ombined interior/exterior in,ulation (R-16 peznit documents, the natures noted shall be considered by all parties as or greater). binding lalnimum toWrient performance specifications for the mandatory measures 2. Firer 5 feet of pipet closest to water heater tank, non- , whether they are shown eLewhen in the doclamtnte or on this cheeklLet only. recirculating systems, Insulated (s-a or greater). . 3, All buried or exposed piing insulated in reeizculating BUILDING ENVELOPE MEASURES sections of hot 'rater system. • - 4. Cooling systa.. ,dp+•tq below 55 degrees insulated. Design- Enforce- 5, Piping insulated "etween heating source and indirect or Mont hot water tank. -t __ _ •150(s)2 Hinitaaa R-19 ceiling insulation. �_ ____• •150(m)i Ducts and Fans 150 b)t Lposo fill insulation manuLactunrs labeled R-Vales. 1, pmcte const[ucted, installed and soled to comply with UMC •150(c►s Minimum A-I3 wall insulation in framed well -" ,.actions 603 and 603i ducts insulates to a minimum t(oea not apply to •tarter sus. vallsl. • ✓ LnstatIlee •- of R-4.2 u ducts *"closed entirely within •1S d r Mmum R-17 raised floor lneulation in frapd floo[el conditioned .'s# • ' . ml�n A-1 in concnt• raised Lloora. 1. Exhaust a�ysy•.a v have baekdratt or automatic dampen. 150(ijs Slab wsdqq• insulation - water abwrptlon rate no greater �- "-` 3. Gravity lthtilatleg system• serving conditioned space have thalm 0.3%, wafer vapor Lranemioio" rate no gzsete[ than 1.0 either automatic cr readily ace*seible, manually . ppo•rmlinch. �_ opetatod dampers, `- S1Ys 21+seiation Stied st installed ee•t• CLC quality 114E Tool and Spa Rse•ir.g System and iquipsrnt eta s. Ipd�t• typa mod term. ✓ I. system is cattill+d with 711 tharral efficiency, on -off __. 116-17 iaest[stl►h hoduats, Exterior Doors and Infiltration/ switch, watharpzoci oparatle,g instructions, no electric ` fxf itreltiaut 0"ttois raeistaslae heat ray ,ri no pilot light. a. I, trill wintlaws betwtan conditioned and unconditioned 2. System install-d wi:t,t , dssi to limit air leakage. a. At lust le inches Pip* between filter and heater for b. � ntetratise Products Fawn label vleh Lutl#re molar heating. 11 ind t-y na, end lniilttatitwa aertificatioa. b. Cover for outdoc: pools or outdoor spa. e. �#gtC�i and wiAdpes wea�tletrippMi all ioints 3. tool •Yates hoe d,ractfonal inlets and a circulation anal Pgsletri2lAna eaulksd'and s•ilad. � >�ep rise switch. rep 1S0{ t.�ej.slt baltei•.te mskmMtory in Climate fines 14 and 16 ItSr Gas -fired central furnace, pool banter, spa banter or db . _---- household cooking apppliance have ae continuously burning 150 '. Lai '. ilt4atian harries installed to eoeyaly with Pilot light Exception: Mon -electrical cooking appliance . 1P91 x t L'!C Ifllality atanditdo. A- _.---_ with pilot < 150 Btu/hr.). V_ 100"!r tnnLallstiemr of Pires# Decorative Gas Applfanaes 1 LICB'P 811 S , ,>pEs LNG MF,A RQ 1.1 •s hovel Isla -bs It ! t � ew aid t i , C�,o�.,�,1i metal tlrasa door Design- Enforce- ,+ �1 DRrtor a sit t,t ka:..efiti# diovi#r and control , or Bent + oc Fl does sod control 1501k)t 40 lum*"e/watt or granter for general ligAtiaq is !. 6-co"tinuogo burning gas pilots allotted. . k tchens and rotas with ester cleotal and tscessed Ceiling ,� fixtures IC (insulation cover) approved, // ! - �. + �r- 4 1` dpl:FICATS'Or COIO°LiAOCAt 0E6I0MIAL Pate I CF-10 CCRTIFICAT. OF CW.;F :AHCL: RESIDENTIAL Page 2 CF-IR -- - - Pro ett Title.......... sANMADI RESIDENCE Dot• ........ 05/24/99 Tr4 taut{tfs >tAR1iAD1 RPtip[N [ Date........ OS/2/!99 j lift Oct A�Foss........ 22151 MUM ROAD •:••••• CVPCNTIWO, CA. •v4.51• I MICRC?AS4 v4•'•1 itle-SANWI Wth-CTtO4192 Program -FORM CF-1R ' .0,•... t Users-MP11J7 Ut-frank A. Iannuccl Energy Aun-Ural NOOSE FOP Doausokettion Author... JAMES SIGLEA u nq arm gY rraAk. A. laahueci blerlg Consultant i - 21 M Earrlton Av* Ste 710 an e Caampball, CA I5001 i HVAC SYSTEMS 401-166.1410 is ee • • Climate Lone........... 04 Minimum Duct Duct Thermostat ' .ICv*Pliews, Method...... HICROPAS4 v4.51 for 1991 Standa[ds ensrcoep. Inc. Equipment Type Efficiency Location N-value Type I12C6Ot?ASA v1.51 File-SAs){ADI WtR-CT20{692 Program -FOAM CP-IR Furnace (.1eo AM Attic 1-4.) Setback Users-MP1107 Uset-Frank R. Iannccci Energy Run -NCH HOUSE FOR ACSP!it 10,00 SEEN Attic R-4.2 Setback Furnace P,180 AFUE Attic A-4.2 Setback ACSplit :1.00 SEEN Attic A-/.2 Setback 0141PAL INFORMATION WATER HEATING SYSTEMS Candiilon*d Floor Arse..... 1669 of Building Type .............. Single family Detached Number Tank external CoitrLLrvetisn IType .. .... Nw in Energy Slt• Insulation building Irout Orientation. Front Facing 180 deg (S) Tank Type Heater Type Distribution Type System tacto' (9411 R-value Nasb*t df pwalling tlnica.,. t • lhimbr.of Stories.......... 2 urge Gas Standard 1 0.76 RE 75 R-12 . Floor Construction Type.... Raised Floor Olating percentsga......... 20.5 t of floor area SPECIAL FEATURES/REMARSS r Average Glasing U*vslu*.... 0.62 Btu/hr-af-t JOB / 990363 . BUILDING SEELL 103M ATIOU Covolloot 'FraCavity Sheathing Insul Assembly - - . Type �R ` -val'Fig" R-valu* A -value U•aalue LocationfCoseaenu Nall Wood A-13 R-0 1-13 0.061 TYP NEW HALL TO GARAGE Dews Pont A-0 R-0 P-0 0.130 TO GARAGE f Wood R-j0.77 A-0 9-30.77 0.035 ATTIC CERTIFICATE OF CONPLIAMCti 4ESIDE1TIAL Page 3 CF-1R t Woad R-13 R-0 1-13 01046 RAISED Project Title.......... 6APIIADI RESIDENCE Date........ 25/24,9 FlaorIxt Hood 9-13 R-0 R-13 0.064 OVER GARAGE FENESTRATION HICROPAS4 v4.51 ►ile•SARMADI Nth-CTIO4592 Proytam-PORN CF-1N Utett-HP1107 User -frank R. TannuaeL Energy Run -NEW HOUSE rep / 4 of Interior Over- t� `' -"- Arta U- Pan- Shadl"q/ Exterior hang/ Tramin g , 1 I' DZS•ot Lion (s!) value H Description Shading tins Type COMPLIANCE STATEMENT Mibicv FSaint (el 171.1 0.460 2 Drs eo.Std Iron None Vinyl This certificate of compliance lists the building feature• and pericreance i TrOht E) 40.0 0,600 2 ptaptlm.$td Non None Wood specifications needed to comply with Titds-24 Parts 1 and 6 of the I tldpri hKt NL' 101.0 0.000 2 0r►p o.Std Non Norte Vinyl California Code of Regulations, and the mdainistrative tiqulations to 1 t11L9 1 4.0 0.6p0 Otapea.std None None Vlhyl latxnt them. Thin certificate has been �lippnned by the individual with ` i8dlow! tack N l 0.3 0.0 0 � Ora *.Std None Mont V!hp1 overall design remponsitility. When thle castilicate of C liance is F cw"I isak M 20.0 0,600 2 ore e.Etd Non Nona Mood subsitted for a single building Ian to be PUILt in multi it orientations, t an sAediny future that ,s warped is indicated in the p DSkaE i :flAll fly /0.0 0.770 1 Prags*a10td Note Ibrte INCMI Remarks e*ttion. i Speclsl features/ Mdna#; p6k MB► 1.0 0.100 2 Drsit•1.Etd Non• None V Wi Might 1) 14.0 0.400 2 OTAPs*.Std Oil" Neale Vine ? DEIIGNBR or OWNER DOCUMENTATION AUTHOR Ni ! Prime S 31.1 a6C0 2 Dr.p*..Btd None Rona Vin 1 wi ,( IJiit M1 11.0 0 too ! Apen.Std Mao. Mon vlrtyi - ' a11 i1A left. NWI .0 d0I" s s d. NNbgt NM*i Vl ' 1�.,,' AMC91TOOM5 DOHOAAIM Name .... JAMS SIOLEN Sndele` the M 12.0 Ctampany, AACE171CT Company. Frank N. Iannucci energy consult �1 } �{• Address.' 404 BARHSDALE COURT Address. 21 N Harrison Ave Ste 210 ' ;,♦;Averiat• N►' 40.0 �� tlt'eu,n,0pp�t Ion Motel ��1I 1os M W ow Might �F) 3i.s 0�10 V41 fritl 40 Nat» Vinyl J, Ei caarmprell CA_ 01000 a r At�tR� n M Pyt t0 Phan.., -6{d/ Man.,, 405;E66 {61, t •1.hods f" I P,„ 11 ieAnillue License. •7 01 / 1 , ,; /1 "�f U10 olnbod,7 3 U' d S7111 3 1 - t i i1/ Signed.. 1 Signed,. J �/ _ ram/ 5/-J n Sp fi UOlS9Ru1,7't 'I: d 1 d1 tMp, a,�s a e Jj �/ r a a. fun ?etaJle /G , , , , i )li �r, ,., 0 iti ' rli ENFORCEMENT• AGENCY Iso I! Pile sauul L. rIV 'l U. ,I , ar;h; 1,, -----I- , Heine.... W SU011t,)!)IJJ,�,L 1C4GII Ill fl I I, it, Aienc.,. _..- _. cis. �if 1' I f 1�. Q 9 1 • • ._._. �`` , ; t1 Far .. I __. ___. _ r1 I (�--- ih rev "0 (JNb 11 II 3 _.. _, (t , .r4 Nttt�°""MttAydr,I �4•xa,I`:t% x: n t ]/ JiI fell/I i 1 IJI ycfd b. V3Id i „ t. . ,,- , ,-.' •r--- - <r-Fr * Y. -�" r 4 I* ' A , i +:I f /`!� 1r�1'�1:trtial��TJtL, fzZ IV. I 14rMVtDIitilt>� tt y, '` _ .- _ _ ,_...__. __. _ _w__. _ ,. �►, N0'1'9t7'D�"W to�,!" mot t. -, x �.,. .,. 11 .. _.,..__. .. .. _,,i ....f. tL'e ...-".*:.:_..._-.,.,_,,,, s,_�1-__.. 111, _,_....-.--»_._._.........-..._.... ,: ._ _.:_-........_.�'. _..'SK Y- ?� } �' SHEET, � {►. J 11. , r w I I K'- "' &xTa PLAN, TITLE 2!, ROQF PLAN, (MN13"'11 11 A , �"I " " .`11! j t.ar,_t 4), ya, ° PROt?ECT pATA iklwl1ht °_, >,' A-2 FIRST FLOOR PLAN, GENERAL, NOT$8, INT, 1 14I -11+" J' c1 A ,,A j A-3 89COND FLOOR PLAN, RAIL MAIL IN'i'. 16�r�VA"��Ofl�• O�P4 007 !'' ttf I to l o A-! EXTBRZpR ELEVATIONS . 1.Q :1 Ii 1 t5 A-5 EXTERIOR ELEVATIONS '+ 1' A-t saCTI0N4 ' / // . 0A -, ` / / . '1, A-? FIRST >pLOOR ELEC/MECH PLAN I I / t_ MIT,) P-E= t ', ) f_. Pi f, '4 i FUT11K t'ATij AREA - j + A-8 SECOiIq FLQOR ELEC/Mt3Cii PLAN I, , � t �,4Ir; .1 , / ; ( _ , I I / '>, i RDi GENERAL NOTES, DETAILS � ' I SD2 STRUCTURAL DETAILS ,.i v 0,411SD4 STRUCTURAL DETAILS i ! S2 FOUNDATION PLAN 4 ,! ! .1 , - -, _ _ _ _ _ _. _ . _.... _ , .. - 8 SECOND FLOOR FRAMING PLAN i •[ / I I S4 ROOF FRAMING PLAN 1: 1 .. I I I oA �-a A► 11 _ ,, _16 ;i Ir w, Ie a"'�q d 'I I Ftl .. - I !4 i 6--4. ..-al,. .--f....-....u. W' .. ,.........st, . . ' 4 li, r `,lal: 1- s ,I: , rrr 5' n f - " /LUI' U' 'Wei Fu. A -NO I i �let,tctw 1 tL,r+ . OLUTION C y _:! i�- - -- _ / . i A-i f ill PC1 CONTROL NOTE II i ,.. 11 /) 1 , �f �L 4 F..hV 1A .,,' ` �� i �_�'' I 1 1 14 F � M• ...-. I j "*.� 11 1,1;-,.. ......, -�74XI A , 11 �f ri. tlj Ir ; ; Prigel; r •z" 1i '-` ' , 1,11 :i' I ) = f 0►J CT' . ETA }' r , �s • III 11 / 1 . , ! t I I ,�... l P : ,d I,µ tin;,. t L ,i4, 11,, R J( '! ,. 1,' n. t . :•''Y' 'r`r .J, ' . I 1 .,f' z Aa"a• i Portion !✓i �4 is w t +i: ,.t . 2, leg A44 portlgt� of kt9i; t'0 - .' ) 4 I '� book 34 ® u�'•I .Rx 1, i ;�.. t, rl } >,� ) - " A I, -. ___.,-.,,. In ' � k ',rc 4 �1, " `,. -,,r t Owner. ear. A Mrs. ,xarmarn Sarmadi / 4,,,� .. ,r rlc 4' I ,. ,. 1 [' Xddress. Z.$T31 t�ercbAer Read a well 4I i I 1wi- , I1 r .. ...... ... :.� teen..+ .. ,,.. ', :'.. ,.: : �.'� r ..f '- �:. .._ I. _....._. I • .. •' ' :, L: ,,.. a Contac Per n. Th ar e n f a., 1 4. t so om DOtrft ki 408 997 Z 1 .! ^.1 F::th ik:' I „ .'l;t �•: ` w, `K 1� Fll�r ,,'ty� \ >sx 448 997-3734 1 4 „,I a 3'� �'} . ..t . v: iN'.,:: `t' - I.�r 1 I . 1,.�,. >�; per, �'_x•§' ( k� , .{ • f.'j {"#,:.:.}1 `J.:•5 -, ' Fd.. ' l .I <, _ 4'Y "T` : i , .' I •.. '.Y I �t Q i, a V� �tt' �0 '.Y O 11 / p� Y+"•1'''Y' i iQ q• 4 1 #fig r D ;rat'(not inclu(d{wry /r �a'-" ,, ,. x I r,' .. s, s i .' I ty, l- a g of Yla' ;, ' _ -. „ r d g)., '1 tee .ir:,,4 .,•`t ..,/ I. :y.p .:�, R A• �'l .a. r'' + Sidi ,, � , _,_ ,. I. � � _ ,, , , : ' , ' i I tsii n re F+uuta air F,irrt Floo21' 2 . `; tees I, .. . , ,' .. , %l a,�t f 1. .y1, :, ,.R .'i, x t:. �, �'i i "+q 3�,y tFt lY-".�i . n A 9 .Qe{j�{_j�_ 9. r$,. + A°Fy,,.�.. 0,, ...', J, i r_ , '"i - . y.iu7,�a I i t , > ,. .., P� , , i t3 >r 0' kf'a c €`. -.t: 'r y jl it Y. ,{. l i`y. 1 iy#.,, 1 I i : i �i- i.n,4 f>taax. IaDt t`.QYdrA e • 10#000 's. ac boa . 4 0 �t � : __ r� r^ .y ' / \ 1 Ldt covalNlar Xdrr than 4 1()► ther4;'oi# I' , p �/ a L. . _ _ _ »_� we s �-1r_ i f ` ,�,'. A , qor Are )lilt 11t q;ti», �• II •4::: I I I mo' yar��y�,$yj '' R t f 2' 1. d;E" 'e 41 d , n + ( //11�a.�y a��I yr. yam„" ��1 3 ' l Y �r.-1 i• ♦:4 ' wr. v i I w/4 '' .{,I.�JR •'S A, +. r`: 14, I • , >. t l t' 1 a` L. i t1Fl i • `r P a OOr �R- C . 'e °'Lair Area Ratio 4,a69/1Q,000 • it.49: iatrtl ;'�reJ" rj}r'` VY ..,Ili • M . . . ,,. 1'`�A'.� - i i 1'.,i, ii, l `''I t 1 n.:h i II _-__ KB t e tI I :4iw, a i ~ 7`fP � I _�_ps r ! ci 1 Tht:i:e die $ to'xa0' Garag4;tr .y° ,,,,i I �I z .l11 t : am ,__..__r-._._.__ ; Au � of u ld n w „ ,4 e ;t I i `a \ �__- DerariptioQ work: B i e r idana4A ii r`, ' •i I �t.l \ ! ", , r/ �1 F/; I C� y,r , gl W idyl' ' �y 1 �tf _ r �, "� Cod, Editionrl 199! 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( ,> 1 i V 1 SJ ~' /,7 A It I i' Sidi R�M.• Q i e ' , I , , rv, r °' e i ' r-' 4tr �' S } } t6A rid y,''i v y J ,,fir ` eat ��y,,, , , }y: 4y fk.j 1,•ia t �`i,,tr -')L ( �llt,' .I 1 A. t Ii_ - l it jai � Itit�'. 4uIor4VNme `orI� �!PonvenI � F*!nester 1 ,-,,•it , �,r}_# Cf� '�, ' i;. tx . 7t j t 5. / _ F _ , ) I i s4a1 QfIMIts 100• tom` + lGI V as .1eF;'1 `- .: � Y f . i bayoua�bfir to the it funeral; 4y the a �' 11, AG,C/F-YvEWAt `x .( „�',,' ''^ .HYn:u'" S - `Y' 1 •f t• ''i• x iLi y. i..'9^ I 4.I.-N- .1 iloanaeiiain xork. . II f ; ••s . 1 P If- I . . i w i t 8. Contrllsit;or errti ,011 � V0110 rlilli }l t i, _ iI ' , '' 11 , •' 1 4 �;; , i 1 f 1 sethad and fas►nhor W oo»r ia+tr ettd I # k: ' ' , ;; 'f C} I _ k r t 1 ,a•a•il i r.>4 � .,. t ate reltetp dtariaQ ,0" t tobtlo a. se A , , I ,. , , I I 4 e 1 e11 llnirh Itdt1% 1111f1: -4 ,7'' we. , f 'y ' �' L';� 3 r � 011Ia I �. ` �1 I I I . `.� 7`• ., ,. t '_,,4`,.i I , 4.:..-r;. m `. - {,4 �s, °mJ ,I'll,: � ."? y I lru�s rtia;uctb a for p0 " "die 4 � �„; ,, �� �, (' I i 1 f3. ! 1 *der and �IlRtlre tiro N ;a ''t < <,t 11 . + ; #f < 011 I' J111 ins qac / t i_ , % p+► do derign, new d�tiviwll al d t1avxy `,ion ; ,, 1 �4 3*� 1 1 /J.i �pQ I I d�arigiled deli engineered by otbt rate a.,..� + "; w, s /11, '+ ` ti;-4, '";V L, ,2(o % G4 ;�I;FIGU! 1 n , I l I I - N 1 f ,a' .# r 1-__._.__,_�____.__..__ T ( e.Its.' ! I A Arbutus Matins 2! Box At 15 , C,I . �'�r ,, ':.: .kr .F ,� , ,..t B Prunes Carolinians 8rigllt N�Tiot, , �. k17 � " I � 1 `.11{ I: %, ! Carolinian Laurel Cherry 24' Box I ,, /.�,( 11'111� I �4 t 17 O.C. !�.•�•lr _ .11 ._ s l w I e gip' 4 I -1 .. ., I ' TT �'J +yr{lily Gti% t}r"('/l GitS % it° ' r - t .I ' r I j ' Whey► open gates shall not Y '- .. w, . a",w' i I I %af rxCO..t'�7 (LEflJf2f V lkkrcl F`1 ,'r,� iiq +" F t.'';.1 i a 17 k . blrl _R. , I I obstructany portion of the required access,madimay or driveway width, If \ ,> "41i t t. , a F ,t t provided, aA locks shall be fire departmenE approved. installations shall - ' t / ; ,I VI;01 IV l I i i Ie %'i conform with Fire Department Standard Details and S 'fications G1/K-i. K ��., ,� �' I -1�;� `' I i 1 _ !. _. - „ L,.t • ,Stu z .,j " F' ,Ir - 1 ! II ° realer than v iso 2 L PuJ „ . I A $e!Z> tees tQ Water 9untily4Lrantrl. poi{ of the structure(s) are ,• i a k-f" 11 _ 4 t I 6 150 feet of travel distance from the centerline of the roadway :''' � ,1 ' .I 1; I, contaiMng public fire hydrants. Provide an On•site fire hydrant Oil ptbvide an ' I �1- � � s<11! 11 "1. r, t i I i a roved residential fire sprinkler s stem 'throe g hou all portions of ``4., , " � . ' , ; 1 t o PP sP y g t porno the „a , ! i I ' u. -: ro 't# � ' . ''` ,1. f. t `. k''i, .y ! t Z building. .t y± a ,r,y,; r 4 ,.y . ;' 1 j I �ll t �7 ; .. 9 Vfs4lti ..v • is ': t ' `,;5 i7/ 1 �'nt 1 1 (, k.- �� 17 F. ) . .Ii i i `! i ono • I• ; .,.! + e I'/. Jl • to 'm,i I; t tf ," - �. IC' PLANNER APPROVAL REQUIRED. I '' i 1: JAa- #.` 11 a 41 PRIOR TO FINAL OC UPANCY ' a t tr- ` j t*'Y,'' . {' Plus, r'11 u`,TT'.. Vx�l.l1`7 iI i ,If �1 Aft Ifle'i�i li.oi ' x,. 1:, F P $1,11 d: w e A 4- at.ce , GC-',, i 11 I' 41T E `" t ,$ , APPRdVED 9Y: Y+ r 1 '_ m i ., 1. , T. . m1 _ I Exn..T L2r.n,)ul•t e,y i o� �_ »,.,..� •� i 1 ;., 1. w 6TNt. / oAlc $IQNATURFf> E (� 1j Q i I'n , 1 t L�° :Ire ,. yryT A..3 (.I , 1 i ,`I ' ,IasFi /�-x Ii 1 I IA tNt'1f'..Ln•A t ',eTa 4.,t4tTtD" I� 1r5v .' .4.� ' �� ��/� tp9m•r a.d ..•! t ..+ 11 i {. ,44E 4. , if11 I /, 5>�„If—'+t i e," � . f setter' 11 r R ,I ,,/ < 11 1 M =r< _ ; __ _ J -•�-. .._.yam•. 1 .♦ I. S W 20 , .. _,_„ -� 1' r '+nr t. A t rx y t. uQ. -_.- y ' i f,t�" II 'I r 4, o-,e_at t, ) ..dW i ,r ..* .) d,1 I. i i I ,b r.,.i vSd * P Im. I ,t , Yz < /y�h r i y, M . 1 'l,./ ' t • ', ' I .,_ ia1 by 4 t ,l, + - M e . ,. a s= r. , k q o.- .�,�, . erne '• - I.'¢}P` `4`�"-P` IiIILRGED��S fD. 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