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030-010-006 PERMIT#98-0250 COMMUNICATIONS SYSTEMS NIS Nelson Ave., Oro lle / Cont:j J New Cellular Tower " 030-01-0-006 98-1994 B HELTON/LANOVE r 3234 Nelson Avenue, Oroville (new stg shed) Don Scribner 11! t ft" 1 MASONRY WALLS N E S W 1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift FIRE WALLSOccu anc Area Propert Gypsum Board a 1st Layer 2nd Layer Walls Ceilin s COMMERCIAL ( 030-010-006 PERMIT#98-0250 COMMUNICATIONS SYSTEMS N/S Nelson Ave., Oroville Cont: New Cellular Tower o ASREngineqnng, Inc. GEOTECHNICAL • ENVIRONMENTAL • MATERIAL TESTING A. Saboor Rahim, Ph.D., C.E., G.E. Managing Principal 351 W. Cromwell Avenue, Suite 106, Fresno, CA 93711 Phone (559) 432-7575 / Fax (559) 432-7555 Email: asrengineering@msn.com tt OFFICE COPY l Address i GAS. Meter By Date ' ,ELECTRI Meter By Date_ i V=OK O = Not OK - = Not Applicable = Not Ready COMMERCIAL Date UNDERFLOOR (Plans) OK except #'s Date ; FRAMING (Continued) Zoning -Setbacks -Easements -Flood -Slope -Soil Report 46. Hangers -Post Caps -Anchors -Connectors 2 2. Ftg., Main; Soils-Ufer Ground.-Ftg. Depth 3. Hold Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall-Doors-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles r!` 5. Stemwalls, main; Steel -Bloc kouts-Wrapped 6. Reinf. Steel -Grade -Placement 50. Glu -Lam cert. -Placement -Support 51. Steel Buildings-Purlin-Girders 7. Slab; Steel -Wrapped -Wire Mesh 52. Property Line Firewall & Openings 8. Piers -Steel 53. Ext. Doors -Handicap Access 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 10. Gas Pipe; Size -Anchors 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 11. Water Pipe; Test -Anchor -Regulator -Service Test 56. Siding -Nailing Veneer 12. Electric; Underground, Underslab 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Pienums & Ducts; Clearance -Material -Support -Ins. 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 59. $hear Walls -Plywood-Nailing-Conn to Roof 15. Masonry -Rebar -Lifts 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle Date Card B-1 Date Card B-1 17. Water Pipe; Test & Anchor -Nail Protection Date Card B-1 Date Card B-1 18. D.W.V.; Test -Fittings & Anchor -Nail Protection Date FINAL (Plans) OK except #'s 19. Sinks -Floor -Grease Trap 63. Ext. Steps -Door & Sidelight Protection -Landings 20. Hand icap-W/C-Backing 64. Exits -Size -Number -Placement 21. Gas Pipe; Size & Anchors - Firewall Penetrations 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sprinklers -Placement -Test Date Card B-1 Date Card B-1 67. Suspended Ceiling-Seismic-Wires-Elec-Light & Mech. Date Card B-1 Date Card B-1 68. Elec. Trim & Subpanel; Breaker Sizes & Labels Date ELECTRICAL (Permit) OK except #'s 69. Stairs & Rails 22. Fixture & Transformer Clearance -Ins. Protection 70. Handicap -Door Levers -Fin. Floor 23. Single Phase -Three Phase -Equip. Bond 71. Elec. Outlets at Wood Panel; Int. & Ext. 24. Size Boxes & No. of Conductors -Stapled 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fastners-Bond Gas & Water 73. Plb., Elec. & Mech. Equip. Listed for Location 27. Wiring -90° -Protected -Color Coded 74. Insulation -Foam -Looked in Attic ❑ Yes 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents &Crawl Hole Door -Drainage &Wood -Earth Clearance Looked under Floor 0 Yes 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 77. Stucco; Brown -Finish 31. Equip. Clearances Panels-Motors-Mech. Equip. 78. A.C. Unit; Disconnect, Electrical, Plumbing 32. Fire Wall Penetrations 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing Date Card B-1 Date Card B-1 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground Date Card B-1 Date ' Card B-1 82. Off Site -Parking -Handicap Date MECHANICAL (Permit) OK except #'s 83. Glass Protection 33. A.C. Ducts Insulation & Support 84. Corrections from Previous Inspections 34. Vent Fan; Exhaust above insulation 85. Gas Test -Meters Tagged; Gas -Electric 35. Condensate Drain & Overflow; Size & Grade 86. Water & Sewer Connected -C/O to Grade -HD Approval 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 87. Energy Compliance Certificate -Other Certificates 37. Attic Access & Platform if Furnance in Attic 88. Roofing Certificate -Fire Rating 38. H.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ' Card B-1 Comments at Final: f Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearing -Support Fix. Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) As REngineering, Inc. GEOTECHNICAL • EN-VIRONMENTAL September 21, 1999 Mr. Barry DaCruz Advanced Design Consultants, LLC 3436 W. Hammer Lane, Suite E Stockton, California 95219 Subject: Dear Mr. DaCruz: CONSTRUCTION TESTING Foundation Construction Inspection and Concrete Testing Report Communication Tower Site Oroville/Juno Site - ATC 8362 Richvale, California Job No. 11-99034 At your request and authorization, ASR Engineering, Inc. (ASR) has prepared this Foundation Construction Inspection and Concrete Testing Report for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. . Prior to the placement of concrete, our personnel observed the drilling of the piers and verified that the depth and diameter of each pier confirmed to the project plans. The reinforcing steel cage was inspected prior to placement in the drilled pier to verify that the reinforcing steel size, spacing, and -clearance conform to the project plans. No discrepancies with the project plans and specifications were noted. The concrete 28 -day compressive strength exceeded the design compressive strength of 2500 psi. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (559) 432-7575. Respectfully submitted, �Q�,�SPgUUK Rgti �y� ASR Engineering, UJ No. 2013 A. Saboor Rahim, Ph.D., C.E., G.E., REA: ExN o�o� Distribution: Mr. Barry DaCruz (4 copies) TF rcFOTECNOF CAt�Fp� 351 West Cromwell Avenue, Suite 106 0 Fresno, CA 93711 • (559) 432-7575 • Fax (559) 432-7555 FOUNDATION CONSTRUCTION INSPECTION AND CONCRETE TESTING REPORT COMMUNICATION TOWER SITE OROVILLEMUNO SITE - ATC 8362 RICHVALE, CALIFORNIA 1.0 INTRODUCTION This report presents a summary of the inspections made and the results of tests performed on concrete samples collected during construction of the foundation for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. ASR Engineering, Inc. (ASR) has performed these services at the request and authorization of Mr. Barry DaCruz of Advanced Design Consultants, LLC of Stockton, California. 2.0 WORK SCOPE The objective of performing the inspection and testing services was to provide an independent observation of the construction of the foundation for the communication tower in conformance with the project plans and specifications. The scope of our services included the following: ➢ Observing foundation excavation and installation of reinforcing steel. ➢ Observing pouring of concrete and performing slump tests. ➢ Collecting representative concrete samples for compression testing. ➢ Performing compressive strength tests on the collected concrete cylinders. ➢ Preparing this report. 3.0 TOWER LOCATION AND DESCRIPTION The site of the communication tower is located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. The subject site is located near the southeast corner of an agricultural land. Access to the site is provided from Nelson Avenue through a gated driveway. Three pier foundations, each 30 feet deep and 4 feet in diameter were considered for the tower. A minimum compressive strength of 2500 pounds per. square inch (psi) at 28 days and a slump of 4.5" ± 0.25" were specified for the concrete. Job No. 11-99034 September 21, 1999 Page 2 4.0 FOUNDATION EXCAVATION Drilling for installation of pier foundation for the tower started on July 2, 1999. At the time of drilling, groundwater was encountered at about 19 feet below surface grade (bsg). Groundwater stabilized at about 18 to 19 feet bsg. At the time of drilling at another site, groundwater was encountered at a depth of 8 feet bsg. Subsequent to encountering groundwater at that location, at the verbal authorization of Mr. DaCruz, ASR contacted Mr. Naser Salem of Tri -Ex Tower Corporation, the project design engineer, regarding the impact of groundwater on the design of the foundation for the tower. Mr. Salem had indicated that their design included consideration of groundwater. Therefore, the groundwater would not have an adverse impact on their design. Furthermore, since concrete was to be placed under water, it was not considered practical to vibrate the concrete at the time of placement. At the request of Mr. Tavelli, ASR had acquired approval of Mr. Salem for the use of a slump of 6" ± 0.25" for the concrete to be used for the tower foundation. Drilling for installation of the foundations started at 6:15 A.M. and completed at 10:50 A.M. Groundwater was encountered at about 18 feet bsg. Water and Hydro Mud D were added to the foundation excavation to stabilize the soil. At the time foundation construction, Mr. Bart League, Building Inspector with Butte County Building Division inspected the foundation excavation and reinforcing cage installation. Based on our observation, drilling of the tower foundation was made in substantial conformance with the designed dimensions. 5.0 CONCRETE PLACEMENT AND TESTING Prior to pouring of the concrete, a reinforcing steel cage was placed in each drilled pier foundation. Dobies were attached to the outer surface of the reinforcing steel cage at 7 -foot intervals to provide a minimum of 3" clearance between the cage and the foundation wall. A total of 6 truckloads of concrete were placed in the tower foundations between 11:55 A.M. and 2:30 P.M. The concrete slump was measured to be in the range of 4.2" to 6.2". Four concrete cylinders were collected for compressive strength testing. The cylinders were stored at secure place at the subject site and were transported to the laboratory on July 3, 1999. Concrete cylinders were tested after 7 days and 28 days curing. The 28 -day compressive strength of the concrete was measured to be in the range of 4720 psi and 5340 psi. A copy of the laboratory test results is attached. Based on the test results, the compressive strength of the concrete samples exceeded the design strength of 2500 psi. ASR Engineering, Inc. CAL LABS Project Name ASR Engineering . Project # CL99014 Concrete X Mortar Grout Prism Sample Set # 99016 Structure Being Placed : Tower south of Chico/Oroville Area of Placement : Tower Pier Footing Date of Placement: 7/02/99 Slump: 6" Supplier: Time Sampled: 1:30 PM Concrete Temperature: N/A Ticket #: Sampled By: SR Ambient Temperature: 95F Mix #: Delivered By: SR Air Content: N/A Cement: 6.5 sack Number of Specimens: 4 4110 Date Tested Sample Age in Days Area in Inches' Diameter in Inches Maximum Load in lbs. Compressive Strength in psi Specified Strength in psi Tested By 07/09/99 7 28.46 6.02 117,000 4110 CA 07/30/99 28 28.37 6.01 134,000 4720 2500 CA 07/30/99 28 28.46 6.02 152,000 5340 2500 CA Notes: /^�01I I eoNa cove s sour cow • cow— . A Mfit Do iRACTW ES --7:'—Ja2 Signed, California Associates Laboratories Todd Polvado CE 51110 C¢ AS R.Engineering, Inc. GEOTECHNICAL • ENVIRONMENTAL December 3, 1999 Mr. Barry DaCruz Advanced Design Consultants, LLC 3436 W. Hammer Lane, Suite E Stockton, California 95219 • CONSTRUCTION TESTING Subject: High Strength Bolt Testing Report Communication Tower Oroville/Juno Site - ATC 8362 Richvale, California Dear Mr. DaCruz: Job No. 11-99034 At your request and authorization, ASR Engineering, Inc. (ASR) has prepared this High Strength Bolt Testing Report for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (559) 432-7575. Respectfully submitted, ASR Engineering, Inc. A. Saboor Rahitn, Ph.D., C.E., G.E., A. Distribution: Mr. Barry DaCruz (4 copies) c Na. 2073 Exv---'3 �lgcFOFECNN � w� TF OF CMO. % 351 West Cromwell Avenue, Suite 106 • Fnsw, CA 93711 * (559) 432-7575.0 Fax (559) 432-7555 TOOOOIHO KOH 99GTZ6£0£5 %Vd W OT Id 66/OT/ZT v000 HIGH STRENGTH BOLT TESTING REPORT COMMUNICATION TOWER OROVILLE/JUNO SITE - ATC 8362 RICHVALE, CALIFORNIA 1.0 INTRODUCTION This report presents a summary of the results of tests performed on high strength bolts for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. ASR Engineering, Inc. (ASR) has performed these services at the request and authorization of Mr. Barry DaCruz of Advanced Design Consultants, LLC of Stockton, California. BCM Construction Company Inc. (BCM) was the project General Contractor. Mr. Dick Hamar was BCM's representative for this project. 2.0 WORK SCOPE The objective of performing the testing services was to provide an independent assessment of the tightness of the high strength bolts for the communication tower in conformance with the project plans and specifications. The scope of our services included the following: Calibrating the wrenches used by the contractor for testing the tightness of the high strength bolts. ➢ Whenever applicable, determining the torque required for tightening the bolts in conformance with the project plans and specifications. ➢ Observing the bolt tightening operations performed by the contractor. Preparing this report. 3.0 TOWER LOCATION AND DESCRIPTION The site of the communication tower is located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. The subject site is located near the southeast comer. of an agricultural land. Access to the site is provided from Nelson Avenue through a gated driveway. The tower is a 185 feet high 3 -legged Tri -Ex type. It consists of 9 moment connections per leg for a total of 27 connections. There were four bolts per connection. Bolt sizes 7/8", 3/4" and 5/8" (ASTM A-325) were used in constructing the tower. 4.0 BOLT TIGHTNESS TESTING Initially, 7/8", 3/4" and 5/8"bolts were tested in the Skidmore to establish the required torque for their tightening. Ordinarily, 50 percent of the bolts in each connection of the tower legs are tested 0JIH3 Hog 99LTZVCOCS %v3 WOT IA 66/OT/ZT Soo Z Job No. 11-99034 December 3, 1999 Page 2 for tightness in conformance with the project plans and specifications_ If a loose bolt is encountered in any connection, 100 percent of the bolts in that connection are checked and tightened. Based on the tests performed on the 3/4" and 5/8" bolts, 100 percent of the bolts in the top 6 tiers were tightened. A 600 ft -lb wrench was used for tightening these bolts. Due to insufficient capacity of the wrench for testing the tightness of the 7/8" bolts, a torque multiplier was used for testing the tightness of the 7/8" bolts. Based on the tests performed, 100 percent of the 7/8" bolts in the lower 3 tiers were tightened. The bolt testing and tightening were satisfactorily completed on November 24, 1999. ASR Engineering, Inc. OOIHO R09 - 99GIZb£0£S YVd St:OT IM 66/OT/ZT AS REngine'ering, Inc. GEOTECHNICAL • ENVIRONMENTAL • CONSTRUCTION TESTING September 21, 1999 Job No. 11-99034 Mr. Barry DaCruz Advanced Design Consultants, LLC 3436 W. Hammer Lane, Suite E Stockton, California 95219 Subject: Foundation Construction Inspection and Concrete Testing Report Communication Tower Site - Oroville/Juno Site - ATC 8362 Richvale, California Dear Mr. DaCruz: At your request and authorization, ASR Engineering, Inc. (ASR) has prepared this Foundation Construction Inspection and Concrete Testing Report for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. Prior to theplacement of concrete, our personnel observed the drilling of the piers and verified that the depth and diameter of each pier confirmed to the project plans. The reinforcing steel cage was inspected prior to placement in the drilled pier to verify that the reinforcing steel size, spacing, and clearance conform to the project plans. No discrepancies with the project plans and specifications were noted. The concrete 28 -day compressive strength exceeded the design compressive strength of 2500 psi. We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (559) 432-7575. FE S1 RespectfWly submitted, ����c�SPgUUR Rgyr�`yc ASR Engineering, Lgc. y Q A. Saboor Rahim, Ph.D., C.E., G.E., REA Distribution: Mr. Barry DaCruz (4 copies) w6> ��Q �F �-0jECOF CALLA 351 West Cromwell Avenue, Suitc 106 * Fresno, CA 93711 • (559) 432-7575 • Fax (559) 432-7555 9001A 03IH3 ME[ 89LTZ6£0£S %ESA 9V:0T INA 66/OT/ZT FOUNDATION CONSTRUCTION INSPECTION AND CONCRETE TESTING REPORT COMMUNICATION TOWER SITE OROVILLE/JUNO SITE - ATC 8362 RICHVALE, CALIFORNIA 1.0 INTRODUCTION This report presents a summary of the inspections made and the results of tests performed on concrete samples collected during construction of the foundation for the communication tower located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. ASR Engineering, Inc. (ASR) has performed these services at the request and authorization of Mr. Barry DaCruz of Advanced Design Consultants, LLC of Stockton, California. 2.0 WORK SCOPE The objective of performing the inspection and testing services was to provide an independent observation of the construction of the foundation for the communication tower in conformance with the project plans and specifications. The scope of our services included the following: > Observing foundation excavation and installation of reinforcing steel. > Observing pouring of concrete and performing slump tests. > Collecting representative concrete samples for compression testing. > Performing compressive strength tests on the collected concrete cylinders_ > Preparing this report. 3.0 TOWER LOCATION AND DESCRIPTION The site of the communication tower is located on Nelson Avenue, approximately 1.5 miles east of Highway 99 in Richvale, Butte County, California. The subject site is located near the southeast corner of an agricultural land. Access to the site is provided from Nelson Avenue through a gated driveway. Three pier foundations, each 30 feet deep and 4 feet in diameter were considered for the tower. A minimum compressive strength of 2500 pounds per square inch (psi) at 28 days and a slump of 4.5" ± 0.25" were specified for the concrete. LOO OOIHD wog 99LTZV£0£S YVd WOT IHA 66/OT/ZT Job No. 11-99034 September 21, 1999 Page 2 4.0 FOUNDATION EXCAVATION Drilling for installation of pier foundation for the tower started on July 2, 1999. At the time of drilling, groundwater was encountered at about 19 feet below surface grade (bsg). Groundwater stabilized at about 18 to 19 feet bsg. At the time of drilling at another site, groundwater was encountered at a depth of 8 feet bsg. Subsequent to encountering groundwater at that location, at the verbal authorization of Mr. DaCruz, ASR contacted Mr. )\laser Salem of Tri -Ex Tower Corporation, the project design engineer, regarding the impact of groundwater on the design of the foundation for the tower. Mr. Salem had indicated that their design included consideration of groundwater, Therefore, the groundwater would not have an adverse impact on their design. Furthermore, since concrete was to be placed under water, it was not considered practical to vibrate the concrete at the time of placement. At the request of Mr. Tavelli, ASR had acquired approval of Mr. Salem for the use of a slump of 6" ± 0.25" for the concrete to be used for the tower foundation. Drilling for installation of the foundations started at 6:15 A.M. and completed at 10:50 A.M. Groundwater was encountered at about 18 feet bsg. Water and Hydro Mud D were added to the foundation excavation to stabilize the soil. At the time foundation construction, Mr. Bart League, Building Inspector with Butte County Building Division inspected the foundation excavation and reinforcing cage installation. Based on our observation, drilling of the tower foundation was made in substantial conformance with the designed dimensions. 5.0 CONCRETE PLACEMENT AND TESTING Prior to pouring of the concrete, a reinforcing steel cage was placed in each drilled pier foundation. Dobies were attached to the outer surface of the reinforcing steel cage at 7 -foot intervals to provide a minimum of 3" clearance between the cage and the foundation wall. A total of truckloads of concrete were placed in the tower foundations between 11:55 A.M. and 2.30 P.M. The concrete slump was measured to be in the range of 4.2" to 6.2". Four concrete cylinders were collected for compressive strength testing. The cylinders were stored at secure place at the subject site and were transported to the laboratory on July 3, 1999. Concrete cylinders were tested after 7 days and 28 days curing. The 28 -day compressive strength of the concrete was measured to be in the range of 4720 psi and 5340 psi. A copy of the laboratory test results is attached. Based on the test results, the compressive strength of the concrete samples exceeded the design strength of 2500 psi. ASR Engineering, Inc. 9000 0303 wog 99LTUMS XHd Lt:OI INd 66/OT/ZT CAL LABS Project Name ASR Engineering Project # CL99014 Concrete X Mortar Grout Prism Sample Set # 99016 Structure Being Placed : Tower south of Chico/Oroville Area of Placement - Tower Pier Footing Date of Placement: 7/02/99 Slump: 6" Supplier: Time Sampled: 1:30 PM Concrete Temperature: N/A Ticket #: Sampled By: SR Ambient Temperature: 95F Mix #: Delivered By: SR Air Content: N/A Cement: 6.5 sack Number of Specimens: 4 4110 Date Tested Sample Age in Days Area in Inches Diameter in Inches Maximum Load in lbs. Compressive Strength in psi Specified Strength in psi Tested By 07/09/99 7 28.46 6.02 117,000 4110 CA 07/30/99 28 28.37 6.01 134,000 4720 2500 CA 07/30/99 28 28.46 6.02 152,000 5340 2500 CA 1 Notes �.. �.a...e... �a.. ..... gym,...., Signed, California Associates Laboratories ti-"rC l.� � 3�'i L•L'l � Todd Polvado CE 51110 6000 OOIHO Hog 99LTZV£0£S YU L6:OT INA" 66/OT/ZT COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVECOPMENT-SE'RVIdtS 411 Main Street - Chico, CA * (530) 891-2751 7 County Center Drive - Oroville, CA * (530) 538-7541 CORRECTION NOTICE 77 OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this.matter, o eed additional explanation, please contact this office immediately. 417 Datej Inspector REV 10/92 COUNTY OF BUTTE ' DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroville, Gaiifornia 95965 - Telephone (916) 538-7541 PE T NO. (Rev. 12/96) APPLICATION AND PERMIT �- ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER r til 'N TS TELEP ONE SO. FT. OCC. BUILDING VALU ION comp OWNERS MAILING ADDRESS T P F P_i, mcnom, CONTRACTOR'S NAME TELEPHONE ' CONTRACTOR'S MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Fee $ 20.00 —Fling Permit Fee $ Al ARCHITECT OR ENGINEER'S MAILING ADDRESS Plan Checkin Fee $ BUILDING �Dj 'T\1EL SON AVE. , OROVILLE Energy Plan Checking Fee $ PERMIT FEE _ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: I-JIRELESS C0"il.1- KCATI0i1S Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service '."..v, "R 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PowER License Cless L Lic. No. �]�j-] ��j� WNER-BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A To 1000A 46.00 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( 8 ACC. BLDS. SO 3.5QFT. NON-RESIDT MULTI-'ElOUTLET RrIll 97.50 APPARATUs 8 SINGLE OUTLET CIR. Ex. Occup. ourtET OR FIXTURES 20 Q 1.00 BAL @ .SO Ex. Occup. ouTxLEEDrs RES D.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 66.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' com ensation insurance carrier and policy number are: Carrier Jfi jLA'�iiS w6krf fy� MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number W Qj �&I (The above sections need not be completed R the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date _ 10 30--W) Signature of Applicant - 121 Owner CYContractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height.By Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 769.9 HAZ. D. FEES IMP _ FLOOD CDF PARCEL PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicat Ove for hich fees have been paid. p� G/rte Date PERMIT EXPIRES ON �0 ✓� 7 I Dale Receipt NJo.Q /'771 (i �l WHITE-D.D.S.-B.D. C NARY -A ESS PINK -IN ECTOR YGOLDENROD-APPLICANT COUIVJ7`Y P O � BUTTE' DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, C WW.C-;? QA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: (I S D ASSESSOR PARCEL NUMBER: 6 r) _ n r) c.-) ,g ox Proposed Building Use: /,-D. , Building Inspector: �_,a_ Date: At time of permit application, I was advised the following data must be submitted prior to permit•proessing and/or issuance: Date Received By ❑ 1. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑6. Energy Design Compliance and supporting documentation.---------------------------------------------------- El 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- L' azardous Material Form. ------------------------------------------------------------------------------------------ ❑9. anufactured Home data and /installation instructions including Tie Down Specifications.------------------ 6QA' ees of $ ����f �rf' ---------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. California Department of Forestry plan approval/fees. --------------------------------------------------------- U. Flood elevation certificate. ---------------------------------------------------------------------------------------- ;,,. Sanitation and plot plan approval De dlealth Department. ------------------------------------------- 3 /b ❑ 15. City of Chico plumbing permit.---------------------------------------------------------------------------------- ❑ 6. Plot plan and business license approval from the City of XBiggs.---------- --------------------------------- 2nrta'- g approval for (A) Use: ( r) Parking: t Land Development about Improvements, ❑Drainage, Legal Parcel. ----------------------- 111. 9. ----------------------❑1.9. Encroachment Permit for driveway (construction approval prior to occupancy) - ------------- 0 20. ------------❑20. -----, --'-t ------ Pre -inspection for required. Request to Building Inspector on' (Date) ' ontractor's license information. (Number, Name Style, Classification). ---------------------- =------------- 2. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- 024. Letter of signature authorization.----------------------------------------------------- -------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- ❑ 26. Letter of intent on building use. --------------------------------------------------- -------------------------------- E3 --------------------------------------------------------------------------------- ❑ 27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- er: ------- en you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. Welephone (zog 9S I -310 y and hold for pickup at office. ❑ Deliver with inspector. + Applicant: zcC _ M Y42 -"CSbiw'-Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, esipner�o was advised of the above required data by ❑ phone, "ail, ❑ Building Division counter, by & Date: 7G' Contractor, , was advised of the above required data by ❑ phone, qt mail, ❑ Building Division counter, by (Date: ; Contractor, deer, was advised of the above required data by ❑ phone, mail, ❑ Building Division counter, by 6 Date: Contractor, was advised of the above required data by ❑ phone, mail, ❑ Building Division co ter, b e: Plans reviewed by: —�o� Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. Owner/Agent Authorization I (We) hereby authorize Communication Systems Development, Inc. ("CSD") to act as "Applicant" in the processing of all relevant applications, permits and other corresponding activities, including applying for, receiving, and copying as -built drawings, existing land surveys and microfilm from City or County Archives, associated with the Permitting/ Authorization of a wireless communications tower facility in the City/ County of & T' California on the property described hereinafter as follows: Property Address: Assessor's Parcel No.: CSD Project Name/#: None Assigned 030-010-006 #212 Richvale Owner/Representative: Jack D. Lalloue Owner Signature: Dated: / Bruce D. Hel the r-,- - " 0' 4 7/ I.- BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER APN 0.30 —01 0-00& Firm Name V b'VI ►'yl AV 1' C0,7k0h S4 -S e ,^s✓e_l� . Th C Address 1-7-55 LJ - +Act vvt pn In P7 JZ_ -+-e � � 5 �, C11- 9Sr-Oq Nature of Business 1J1(SSS /C^ ✓y1�- Totxxr S� Contact Person R� R.. Dal-rhZ Phone # (-z ys-/ 3o Y9 1. Does your business or that of your tennants handle, store, or transport hazardous materials? %NO ❑ YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and.safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? X.NO 0 YES 891-2727 If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916 WK?&V for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? %.NO DYES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? V_NO ❑ YES IF YES, contact the Butte County Air Pollution Control District (9 6-891-2882) for permit requirements. Owner or Authorized Company Representative 1 9 8 (Signature) (Date) BCEHD BCAPCD ❑ The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. El11 The Above Regulations Do Not Apply To This Facility. BCEHD Signature BCAPCD Signature Date Date WHITE- Building Dept ❑ YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. P LAND DEVELOPMENT n 17 BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permitft. %0 � 2 —D LA-nl cue , ��cic c -�� OWNERS A.P. � � ¢' NAME �`Dl%�}'�YI'1�1 I C(f�T/(`)�S S NUMBER:O.Af —o PFUNT LAST NAME RBST COUNTY ZONING / DESIGNATION: U FLOOD ZONE: /\ FLOOD MAP: / APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: COMMENTS/CONDITIONS: LEGAL ACCESS REQUIRED: YES NO YES NO is 4 1'/�aaevvrturt' Ar yeii=/ c/�y its T Mpr c Vd- lel,41"d ,4yq b rs rHe-EIze?twz6 eXEi-tPr PeFi2 sc-c. MAP INFORMATION: DATE OF RECORDING LOT BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. _ 1. Maintain a 50 ft. building setback from centerline of road. _ 2. Maintain a ft.building setback from right-of-way/centerline of _ 3. Comply with Zoning code for building setback from road. _ 4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from _ 6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. 7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 8. Connect to a public water supply. 9. Connect to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. 11. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ _ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) c - '11 13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. — 14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Peynasnt to be made to the PAwmzkg Division. _ 15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. . _ 20. If any cultural resources are encountered during ground disturbing, activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate -mitigation measures.. 21 22 23 24. 25. _ 26. Y, w 'AIQ 1N3104doiwo ONVI 3.W19 J0 A.NI100 8661 Z 833 9M13338 r: J� C:\WP51 \FORMS.K\BLDGPERM.CLR COMMERMAI, PLAN CHECKING GUIDE (1994)U.B.C. OWNER (omn% ud 1 c A ct Q4 s BUILDINGPERMITNUMBER: q g _ a25o PLAN CHECKER: (0 A a1& (;c gag- A.PNUMBER: 0-30-010-606 A. GENERAL: L' Zoning requirements, Planning approval. lti5 i rt'E(LM t f Valuation. X Plans signed by an.engineer or architect. Proper description or work on application. Existing violations on property. 6. Items on data sheet (W.C., fees, Health, Impact Fees, License Law, etc.). 7. Improvements or drainage, Land Development approval. B. PLOT PLAN: ji Complete parcel size and dimensions. k Setbacks, sideyards, easements, etc. ,3.. Other buildings or structures. 4- Grading, fills, drainage. 5! Flood hazard. A, Special conditions on creation map (noise, C.D.F., sprinklers, foundations, etc. 71 F.A.U. & F.A.S. road set back. Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REQUIREMENTS: Building use: Occupancy Group: Type of Construction: Building floor area: OccupantLoad: Basic allowable floor area: sq. ft. Total allowable floor area: Basis for increase: 1. Compliance with specific occupancy requirement. (Chapter 3). 2. Occupancy separations (Section 302). 3. Area separations (Section 504.6). 4. Firewalls due to location on property (Section 503). 5. Maximum height requirements (Section 506). 6. Draft stops (Section 1505). 7. Ventilation and special hazards requirements (Chapter 3). 8. Automatic fire sprinkler system (Section 904). 9. Fire alarm systems (Section 310.10). 10. Mechanical code requirements (Grease hood w/fire sprinkler system - Section 507). 11. Environmental Health Review - (a) Restaurant Act, (b)'Commercial Pool; -O -H Occupancies{ •: ,5. , 12. Smoke detection system. 13.: C.D.F. or State Fire Marshal plan review. ., . 14. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, etc.). 15. Physical Disability.Requirements (Title 24). 16. Wholesale'F6od Mariufactur'ing'(Plans'to state DHS/FDB). D. TYPE OF CONSTRUCTION REQUIREMENTS: 1. Roof covering requirements (Section 1503): L A�' ` 2. Parapet walls (Section 709.4). 3. Toilet room floors and walls (Section 807). 4. Guardrails (Section 509). February 1996 3.4 ' y • 5. Detailed types of construction requirements. , 6. Proper roof pitch for roof covering (Section 1507 & 1508). 7. Attic access and ventilation (Section 1505). 8. Roof drainage (Section 1506). 9.' Skylights Section (2409 & 2603). !- 10. Stages and platforms (Section 405). t 11. Interior wall'and ceiling finish (Section 801). 12. Fire resistive requirements. Walls, floor, ceiling, penetrations (Chapter 7). 13. Wall and ceiling covering installation (Chapter,25); 14. Glass, glazing, Human Impact - Safety Glazing (Section 713.9 & 2406). 15. Foam Plastic (Section 207, 601.5.5, 801.1, & 2602). E. STAIRS, EXITS AND OCCUPANT LOADS: 1. General Exit Requirements (Section 1002 & 1003). 2. Number of exits, width and locations (Section 1003). 3. Doors (Section 1004). 4. Corridors and exterior exit balconies (Section 1005). 5. Stairways, rise and run, width, winders, and construction (Section 1006). 6. Horizontal exit (Section 1008). 7. Exit and smoke proof enclosures (Section 1009). 8. Exit signs and illuminations (Section 1012 & 1013). 9. Aisles and seating (Section 1014 & 1015). 10. Exits for occupancy groups (Sections 1016 - 1019). 11. Floor level exit signs (Title 24 & Section 1013). F. MISCELLANEOUS REQUIREMENTS: 1. Masonry chimney (Section 3102). 2. Veneer (Section 1403). Special Inspection per U.B.C. Section 1701). High Strength Bolting. Field Welding. C. Masonry (full stress). Concrete (f'c>2500psi). 4.ecial Certifications - Mill Certificates. . �c s Special design. 6. Cut/Fill slopes, compaction tests, grading. 7. Noise requirements (Planning, Appendix Section 1208). 8. Weld electrode, welder certificate. G. ENGINEERING REQUIREMENTS: 1. Complete calculations, correct design criteria. 2. Complete shear transfer details, roof to foundation. 3. Complete structural material specifications. 4. Shear wall anchorage based upon wall shear. 5. Roof diaphragm chord, collector, drag struts. 6. Combined tension and shear @ steel RF anchor bolts. 7. Braced roof and wall bays. H. OTHER: copgo 2- too S,?A, t LAmat:2 �SNowlj Orc VLAA/s O12 Utcw--slams._ February 1996 3.4 �J4 64S1frArzy4tt c February 1996 3.4 Sabre: Efficient By Design. RE e(hlll COMMUNICATIONS CORPORATION v Efficient By Design 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We Manufacture, And We Install, About Sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: e Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin e Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. 4iABFSE eqqO COMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 SABRE COMMUNICATIONS CORPORATION 0 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51111 PHONE: (712) 258-6690 FAX: (712) 258-8250 m N X LO r m P N m o0 N � N X ra oL m O CqN oo, X X Q '= m O J M N X o Q Q CV m O X 0 O c�i � J 00 � 0� 0� x '7 Q o �m X M o N X N cL m o N r') J M m NQ a� No _ M m d X M X 0 O M LO X N '0 O Q ,6 rrj m J N O N L0 N L m N X X L!? O 0 n Lo X04 (/) to L Q a6 r i J N U UI N w �N w Q. p Nil J 185 `- r 180 160 140 120 1 80 F" 1--lemal 40 FT 20 FT [Tim 5'-0 NO. SA1134-5 COVER PAGE 1 DATE 1/8/98 BY MD/MLC CUSTOMER: CSD. INC. SITE: RICHVALE (,csdBU212). CA. TITLE: 185 FT. MODEL S3TL SELF-SUPPORTING TOWER AT 80 MPH WIND + 1/2" ICE PER EIA -222-F-1996. QPpFESS/ON CHI SHING LEE 2 L (-13-�8 NO. C050977 EXP. ?-3o-o I s CIVIL �Q T9TFOF CAL�Fp�� PLAN VIEW ANTENNA LOADING 185' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 180' ELEV. - (2) 6 FT. HP DISHES 175' ELEV. - (3) WHIP ANTENNAS 165' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 160' ELEV. - (2) 6 FT. HP DISHES 150' ELEV. - (3) WHIP ANTENNAS 145' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 125' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 105' ELEV. - (4) WHIP ANTENNAS NOTES 1. ALL LEGS ARE 50 KSI 2. ALL BRACES ARE 36 KSI 3. ALL BOLTS EXCEPT ANCHOR BOLTS ARE A325 -X OR EQUAL 4.) FEEDLINES ARE OVER (3) TOWER FACES BASE REACTIONS AXIAL LOAD = 48.34 KIPS SHEAR PER LEG = 15.62 KIPS UPLIFT PER LEG- = 262.07 KIPS COMP. PER LEG = 294.29 KIPS O.T. MOMENT = 5059.00 FT -KIPS These drawings and specifications are the property of Sabre Communications Corporation and shall not be reproduced or copied or used in whole or in part as the basis for the manufacture or sale of item(s) without written permission. SABRE COMMUNICATIONS CORPORATION NO. SA1134-S 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51111 COVER PAGE 2 DATE 1/8/98 PHONE: (712) 258-6690 FAX: (712) 258-8250 BY MD/MLC CUSTOMER: CSD, INC. SITE: RICHVALE (csdBU212). CA. GRADE TITLE: 185 FT. MODEL S3TL SELF-SUPPORTING TOWER AT 80 MPH WIND + 1/2" ICE PER EIA -222-F-1996. DRILLED CAISSON .(14.89 CU. YDS. EACH) (3) REQUIRED CIO CHIS ING LEE m LUUJ rnNO. C050977 EXP.?-3�-� 1 S, CIVIL T9TFOF CA1.�F0�� NOTES 1). MINIMUM CONCRETE COMPRESSIVE STRENGTH. IS 3000 PSI. 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON SOILS REPORT BY ROBERT YOUNG & ASSOC. DATED 12/2/97 4). USE (8) 1 1/2 0 (50 KSI OR EQUAL) ANCHOR BOLTS WITH 1/2" THK. TEMPLATE AT TOP AND BOTTOM OF ANCHOR BOLTS PER LEG. 5). 3" MINIMUM CONCRETE COVER. REBAR SCHEDULE PER CAISSON (16) #8 V -BARS W/#3 TIES @ 6" O.C. FOR THE TOP 5'-0" AND 12" O.C. THEREAFTER These drawings and specifications are the property of Sabre Communications Corporation and shall not be reproduced or copied or used in whole or in part as the basis for the manufacture or sale of item(s) without written permission. 00 Tnwrn 1 rn ELEVATION UNLESS OTHERWISE SPECIFIED MATERIAL: ALL DIMENSIONS INCLUDE FINISHES AND ARE IN INCHES TOLERANCES: FRACTIONS = 1/32" ANGLES s 1/2 DEG. TOLERANCES DO NOT APPLY DECIMALS = .010" TO RAW MATERIAL NOTES: NOTES: 1. AFTER THE TOWER HAS BEEN PARTIALLY ERECTED AND PLUMBED, INSTALL 2" MIN. OF GROUT BETWEEN THE BASE PLATE AND THE TOP OF THE FOUNDATION. 2. WHEN INSTALLING GROUT, PROPER DRAINAGE NAL MUST BE ASSURED. EITHER "VEE" THE GROUT UNDER THE TOWER LEGS OR INSTALL A SMALL DRAIN PIPE. )LT NUT CONCRETE FOUNDATION CONFIDENTIAL Information contained herein is the sole propertyof Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used DATE in whole or in part for ony purpose whatsoever without the prior written consent DRAWN BY of Sabre Communications Corporation. CHECKED BY SABRE COMMUNICATIONS SIOUX CITY,. IOWA TOWER BASE INSTALLATION SIZE DRAWING NO. REV 11/22/85 A 900537 3 DEM SCALE I SHEET - NONE 1 OF I ELEVATION REV I DATE I DESCRIPTION UNLESS OTHERWISE SPECIFIED MATERIAL: ALL DIMENSIONS INCLUDE FINISHES AND ARE IN INCHES TOLERANCES: FRACTIONS : 1/32' ANGLES s 1/2 DEG. TOLERANCES DO NOT APPLY DECIMALS s .010' TO RAW MATERIAL TOP OF TO 5. 4. 3. 12 2. 1. 3 38A4737 ITEM QTY.l DWG. NO. NOTES: FITS (4) 13/16"0 HOLES SPACED 900 APART ON A 7" BOLT CIRCLE. BOLT, 3/4 X 2 1/4 W/NUT & LKW 1 500194 PLATE, LEG CAP 1 384737 DESCRIPTION IPART NO. LIST OF MATERIAL SABRE COMMUNICATIONS SIOUX CITY, IOWA CONFIDENTIAL LEG CAP INSTALLATION Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used DATE 04/12/97 in whole or in part for an purpose whatsoever without the prior written consent DRAWN BY DE of Sabre Communications Corporation. CHECKED BY SIZE DRAWING NO. REV A 907757 10. SCALE I SHEET NONE I 1 OF 1 WAVE( 125 3%4v0 HOLESy DETAILA (SINGLE DIAGONALS) MBING LADDER ANGLE, DIAGONAL (OUTSIDE) ANGLE, DIAGONAL (INSIDE) OWN%. LAUUGK KAIL 3OLT 3/8" 0 LADDER CLIP SECTION A^A (SINGLE DIAGONALS) ALL DIMENSIONS INCLUDE FINISHES AND ARE IN INCHES TOLERANCES: FRAMONS : 1/32' ANGLES : 1/2 DEG. TMMWCES 00 NOT APPLY DECIMALS :.010' TO RAW NATOM 'LUUIUt IAUUGK KAIL 3OLT 3/8" 0 SECTION Q— ( (SINGLE DIAGONALS) LADDER CUP SABRE COMMUNICATIONS SIOUX CITY, IOWA LADDER INSTALLATION: SITE: 180 FT MODEL SYL IUL 'eln Is the sole mmunicotions CUSTOMER: o trade5 secret s 5or and JOB NO. SIZE DRAWWG NO. REV pie copied or used DATE 1 27 98 B 909077 0 : ','R,np= DRAW! BY I MLC 1s Corporation. CHWW BY sCATE BiD�T SA —S I NONE 2 OF 3 , 5'-0' 5-0" ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. n 1 UNLESS arNENW15E 5PECWIEO MATERVIL: EOrpOrOliOn, ALL DIMENSIONS INCLUDE RINGFILL, 3/8 THICK — 5/8 0 as defined FINISHES AND ARE IN U+cNES BOLT 5/8 X 2 A325 W NUT & LKW hall not be shall TOLERANCES: FRACTIONS t 1/3? BOLT 5/8 X 1 3/4 A325 W NUT & LKW whole oe ANGLES t 1/2 OEG. TOLERANCES 00 NOT APPLY Whatsoew n DECIMALS t .010' TO RAW MATERIAL of Sabre G SABRE COMMUNICATIONS SIOUX CITY, IOWA 5 FT. TOWER SECTION MODEL SYL Lin is the sole SECTION 06 ,nmunicotions o trade secret SIZE DRAWING NO. REV h. 50 and coped5orr used B S3TL-SO-05 1 any purpose DATE 12/10/96 wntlen tOnSerll DRAWN BY I RWM SCA[E SHEET IS COrporolion. CHECKED BY OLW NONE 1 OF 1 ------ RINGFILL, 3/8 THICK — 5/8 0 560090 ------ BOLT 5/8 X 2 A325 W NUT & LKW 500177 ------ BOLT 5/8 X 1 3/4 A325 W NUT & LKW 500181 290631-10 HORIZONTAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290631-10 290621-10 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290621-10 OWC. NO. DESCRIPTION PART NO. BRACING MATERIAL 110# ------ BOLT, SPLICE 3/4 X 3 A325 W NUT & LKW 500123 ?90605—LLN LEC PIPE 2 3/8 O.D. X .154 WALL 152# 290605—LLN ?90605—LHN LEG, PIPE 2 3 8.O.D. X .218 WALL 175# 290605—LHN ?90605—HLN LEG PIPE 2 7/8 O.D. X .203 WALL 185# 290605—HLN !90605—HHN LEG PIPE 2 7/8 O.D. X .276 WALL 216# 290605—HH DWG. NO. DESCRIPTION PART NO. SABRE COMMUNICATIONS SIOUX CITY, IOWA 5 FT. TOWER SECTION MODEL SYL Lin is the sole SECTION 06 ,nmunicotions o trade secret SIZE DRAWING NO. REV h. 50 and coped5orr used B S3TL-SO-05 1 any purpose DATE 12/10/96 wntlen tOnSerll DRAWN BY I RWM SCA[E SHEET IS COrporolion. CHECKED BY OLW NONE 1 OF 1 5'-0" 2 Q ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. N ALL dNENS1DNS wCLUDE rw1SNE5 AND ARE w iNCNES TOLERANCES: rRACTONS ! 1/3Y ANGLES ! 1/2 DEC. TOLERANCES 00 NOT APPLY OECRAALS 3 .01a' TO RAW MATERIAL /. I 1z I ------ RINGFILL 316 THICK — 5/8 0 560090 • 500177 5. 54 ------ BOLT 5/8 X 1 3/4 A325 W NUT & LKW 500181 I I I I • • I I I I 290621-10 ITEM CITY. DWG. NO. DESCRIPTION I I I I I I BRACING MATERIAL I I I I I I 2. 1 12 ------ BOLT, SPLICE 3/4 X 3 A325 W NUT & LKW 500123 I I I I • • I I I I 3 290620—BC I LEG, PIPE 2 7/8 O.D. X .375 WALL 740# I I I I I I I I • i I I I I I I PART NO. SPECIAL LEG MATERIAL I I I I 290620—LL 1 I I I I I I I I • • I I I I I I I I 3 290620—HL LEG PIPE 2 7/8 O.D. X .203 WALL 488# 290620—HL I I I I I 13 3 290620—HH LEG PIPE 2 7/8 O.D. X .276 WALL 600# I I I I I I ITEM CITY. I DWG. N0. DESCRIPTION I I I I I I I I • • I I I I I I I I I I 6 I I I I I I SYL N[� lormolion cO.nt nDYV.r9'S the sole ope,1y of Sabre Communications nporalion, constitutes o bode secret l not by loco Cade Ch.pie 550 and all not o reproduced, copied or used whole or in part for on purpose atsoever without the prior written consent Sabre Communications Corporation. I I• I I 7 I I ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. N ALL dNENS1DNS wCLUDE rw1SNE5 AND ARE w iNCNES TOLERANCES: rRACTONS ! 1/3Y ANGLES ! 1/2 DEC. TOLERANCES 00 NOT APPLY OECRAALS 3 .01a' TO RAW MATERIAL /. I 1z I ------ RINGFILL 316 THICK — 5/8 0 560090 6. 1 12 1 ------ BOLT, 5/8 X 2 A325 W NUT & LKW 500177 5. 54 ------ BOLT 5/8 X 1 3/4 A325 W NUT & LKW 500181 4. 3 290631-10 HORIZONTAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290631-10 3. 24T290621-10 DIAGONAL, ANGLE 1 3/4 X 1 .3/4 X 3/16 290621-10 ITEM CITY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL 353 2. 1 12 ------ BOLT, SPLICE 3/4 X 3 A325 W NUT & LKW 500123 1. 3 290620—BC I LEG, PIPE 2 7/8 O.D. X .375 WALL 740# 290620—BC ITEMIOTY.1 DWG. N0. I DESCRIPTION PART NO. SPECIAL LEG MATERIAL 3 290620—LL LEG PIPE 2 3/8 O.D. X .154 WALL 363 290620—LL 1 3 290620—LH LEC PIPE 2 3/8 O.D. X .218 WALL 445y 290620—LH 3 290620—HL LEG PIPE 2 7/8 O.D. X .203 WALL 488# 290620—HL 3 290620—HH LEG PIPE 2 7/8 O.D. X .276 WALL 600# 290620—HH ITEM CITY. I DWG. N0. DESCRIPTION PART N0. LEG MATERIAL » SABRE COMMUNICATIONS 5- SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SECTION 06 SYL N[� lormolion cO.nt nDYV.r9'S the sole ope,1y of Sabre Communications nporalion, constitutes o bode secret l not by loco Cade Ch.pie 550 and all not o reproduced, copied or used whole or in part for on purpose atsoever without the prior written consent Sabre Communications Corporation. SIZE DRAWING NO. REV DATE 12/10/96 $ S 3 T L — LJ O V 2 DRAWN BY RWM SCALE SHEET CHECKED BY DLW NONE 1 OF 1 5'-0" 1 1/2 0 ANCHOR I 7'-0' BOLTS IF BASE SECTION IS REOUIRED ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. UNLL55 OTHERWISE SPECIFIED MATERIAL:ALL 01WENSIONS INCLUDE FW191E5 AND ARE IN INCHES TOLERANCES: FRACTXWS : 1/321 ANGLES ! 1/2 DEG. TOLERANCES 00 NOT APPLY DECWALS 2 .017 TO RAW MATERIAL 1' ------ RINGFILL 3/8 THICK — 5/8 0 560096- - — — — — — BOLT, 5/8 X 2 A325 W NUT & LKW 500177 ------ BOLT, 5/8 X 1 3/4 A325 W NUT & LKW 500181 290724-11 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 1/4 290724-11 290723-11 DIAGONAL ANGLE 1 3/4 X 1 3/4 X 1/4 290723-11 290722-11 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 1/4 290722-11 290721-111 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 1/4 290721-11 DWG. NO. I DESCRIPTION PART NO. BRACING MATERIAL -- HEAVY 472# ------ RINGFILL 3/8 THICK — 5/8 0 560090 ------ BOLT, 5/8 X 2 A325 W NUT & LKW 500177 ------ BOLT, 5/8 X 1 3/4 A325 W NUT & LKW 500181 290724-10 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290724-10 290723-10 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290723-10 290722-10 DIAGONAL. ANGLE 1 3/4 X 1 3/4 X 3/16 290722-10 290721-10 DIAGONAL, ANGLE 1 3/4 X 1 3/4 X 3/16 290721-10 1' 3 1290720—CCI LEG, PIPE 3 1/2 O.D. X .438 WALL 1027h 290720—CC ITEMIOTY.1 DWG. NO. I DESCRIPTION PART NO. SPECIAL LEG MATERIAL 3 290720—LL LEG, PIPE 2 7/8 O.D. X .203 WALL 1 3 290720—LHI LEG, PIPE 2 7/8 0.0. X .276 WALL 3 290720—HL LEG, PIPE 3 1/2 O.D. X .216 WALL 3 290720—HH LEG, PIPE 3 1/2 O.D. X .300 WALL EM OTY. DWG. NO. DESCRIPTION 0 PIPE 2 7/8 O.D. X .276 WALL PIPE 3 1/2 O.D. X .216 WALL PIPE 3 1/2 O.D. X .300 WALL NO. 290720—HH PART N0. SABRE COMMUNICATIONS SIOUX CITY. IOWA �g� 20 FT. TOWER SECTION MODEL SYL CONtcned herein is the sole SECTION 07 of Sobre Communicolions n,constitutes o trode secret SIZE DRAWING NO. REV I by Iowa Code Ch. 550 and x reproduced, copied or used DATE 12/ 10/96 B S 3 T L-j�j2 or in part for on purpose without the prior written tarlserll DRAWN BY RWM SCA1HEE1'Communicolions Corporation. CHECKED BY DLW N 1 OF 1 I I • I I 1 1/2 0 ANCHOR BOLTS IF BASE SECTION IS REOUIRED 9-0" ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. y. I I I ------ I HII UHI.L 311:5 THICK — 5/8 0 560090 8. 12 ------ BOLT, 5/8 X 2 A325 W NUT dE LKW 500177 7.48 ------ BOLT, 5 8 X 1 3 4 A325 W NUT & LKW 500181 6. 6 290824-21 DIAGONAL, ANGLE 2 X 2 X 1/4 290824-21 290821-21 OWG. NO. B ALL DIMENSIONS NCLUDE 3. 1 6 290821-2( JITEMIOTY.1 DWG. N0. E 2. 1 12 1 ------ 11 3290820-0C 3 1 290820— ITEM QTY. DWG. NO. TOLERANCES Do N07 APPLY 1 3 290820—LL 3 290820—L 3 290820—HL 3 290820—HH ITEM OTY. DWG. NO. 1 3 290820—LL 3 290820—LH 3 290820—HL 3 290820—HH ITEM OTY. DWG. NO. NOTES: ALL DIMENSIONS NCLUDE w�yv, �.,�,,, 1 as delmed by IL FN1SHES AND AINCHES RE N shallnot be rept TOLERANCES: FRACTIONS t 1/3.' in whole or 1n lot ANOLES ! 1/2 DEC. TOLERANCES Do N07 APPLY whatsoever without OEOMALS 1 .017 TO RAW WATERLAL Sabre Comm a 2 X 2 X 1/4 �CRIPTION ,L -- HEAD CK — 5/8 0 325 W/NUT do /4 A325 W/NU 2 X2X3/16 2X 2X3/16 2X2X3/16 2X2X3/16 NO. I BOLT, SPLICE 1 X 3 3/4 A325 W NUT k LKW 500249 LEG, PIPE 4 O.D. X .636 WALL 1566 290820—DC EA LEG, PIPE 4 1/2 0.0. X .337 WALL 1089# 290820—EA DESCRIPTION PART NO. SPECIAL LEG MATERIAL LEG, PIPE 3 1/2 O.D. X .216 WALL 657# 290820—LL H LEG, PIPE 3 1/2 O.D. X .300 WALE 817# 290820—LH LEG, PIPE 4 O.D. X .226 WALL 744# 290820—HL LEG, PIPE 4 O.D. X .318 WALL 947# 290820—HH DESCRIPTION PART NO. LEG MATERIA 8 BASE LEG, PIPE 3 1/2 O.D. X .216 WALL 997# 290820—LLB B BASE LEG, PIPE 3 1/2 O.D. X .300 WALL 1157# 290820—LHB B BASE LEG, PIPE 4 O.D. X .226 WALL 1081# 290820—HLB 8 BASE LEG, PIPE 4 O.D. X .318 WALL 1284# 290820—HHB DESCRIPTION PART NO. BASE LEG MATERIAL SABRE COMMUNICATIONS SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SYL he sole SECTION 08 cations secret SIZE DRAWING NOand. REV )°ee DATE 12/10/96 mrpoB S3TL-S08 2 consent DRAWN BY I RWM SCALE I SHEET oration. CHECKED BYJ DLW NONE 1 1 OF 1 F 11-0' ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. ._'_ _ _PARTNO, _ — ALL DIMENSIONS INCLUDE rINmHES AND ARE IN INCHES TOLERANCES: TRACTIONS S 1/3Y ANGLES t 1/2 DEC. TOLERANCES 00 NOT APPLY DECIMALS S .011' TO RAW MATERIAL t3. 1 9 1 ------ RINGFILL, 3/8 THICK — 5/8 0 560090 7. 9 ------ BOLT, 5/8 X 2 1/4 A325 W NUT er LKW 500178 6. 36 ------ BOLT, 5/8 X 2 A325 W NUT k LKW 500177 5. 6 290923-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 290923-23 4. 6, 290922-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 290922-23 3. 6 290921-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 290921-23 ITEM CITY. DWG. NO. DESCRIPTION PART NO. ITEM CITY. BRACING MATERIAL -- HEAVY 825 PART N0, LEG MATERIAL 8. 9 1 ------ RINGFILL, 3T8 —THICK— 5/8 0 560090 7. 9 ------ BOLT, 5/8 X 2 A325 W NUT do LKW 500177 6. 36 ------ BOLT, 5/8 X 1 3/4 A325 W NUT k LKW 500181 5. 6 290923-22 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 3/16 290923-22 4. 6 290922-22 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 3/16 290922-22 3. 6 290921-22 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 3/16 290921-22 ITEM CITY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL -- LIGHT 617# 7 7 ------ D— T SDI ,mac I V t T /• ane — — — ._ ...... ----.- SABRE COMMUNICATIONS SIOUX CITY, IOWA �gN 20 FT. TOWER SECTION MODEL SYL emotion weaned here�n4s the sole SECTION 09 openYy of Sabre Communications poraGon, constitutes o trade secret SIZE DRAWING NO. REV defined by Iowarod Cade Ch.pie SSD and B S 3 T L— S O L7 3 II not be reproduced, copied or used DATE 12/10/96 whole Orrin part for ony purpose Isoever without the poor written consent DRAWN BY I RWM SCALE SHEET' Sabre Communications Corporation. CHECKED BYJ CLW NONE I 1 OF1 3 290920—EC I LEG, PIPE 4 1 2 O.D. X .531 WALL 1574# 290920—EC JITEMIOTY.1 DWG. N0. I DESCRIPTION PART NO. SPECIAL LEG MATERIAL 3 290920—LL LEG, PIPE 4 O.D. X .226 WALL 778 290920—LL 1 3 290920—LH LEG, PIPE 4 O.D. X .318 WALL 982# 290920—LH 3 290920—HL LEG, PIPE 4 1/2 O.D. X .237 WALL 873# 290920—HL 3 290920—HH LEG, PIPE 4 1/2 O.D. X .337 WALL 1124# 290920—HH ITEM CITY. DWG. N0. DESCRIPTION PART N0, LEG MATERIAL 3 290920—LLB BASE LEG, PIPE 4 O.D. X .226 WALL 1064# 290920—LLB 1 3 290920—LHBI BASE LEG, PIPE 4 O.D. X .318 WALL 1267# 290920—LHB 3 290920—HLBI BASE LEG, PIPE 4 1/2 O.D. X .237 WALL 1154# 290920—HLB 3 290920—HHBI BASE LEG, PIPE 4 1/2 O.D. X .337 WALL 1404# 290920—HHB ITEM CITY. DWG. N0. DESCRIPTION PART non SABRE COMMUNICATIONS SIOUX CITY, IOWA �gN 20 FT. TOWER SECTION MODEL SYL emotion weaned here�n4s the sole SECTION 09 openYy of Sabre Communications poraGon, constitutes o trade secret SIZE DRAWING NO. REV defined by Iowarod Cade Ch.pie SSD and B S 3 T L— S O L7 3 II not be reproduced, copied or used DATE 12/10/96 whole Orrin part for ony purpose Isoever without the poor written consent DRAWN BY I RWM SCALE SHEET' Sabre Communications Corporation. CHECKED BYJ CLW NONE I 1 OF1 , _ 11-0" —i v L_ 13'-0" r +� ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEC. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. ALL DIMENSIONS INCLUDE FINISHES AND ARE IN INCHES TOLERANCES: FRACTIONS s 1/37 ANGLES t 1/2 DEC. TOLERANCES 00 NOT APPLY DECIMALS t .010* TO RAW MATERIAL 13. 1 9 1 ------ RINGFILL, 3/6 THICK — 5/8 0 560090 7. 1 9 ------ BOLT, 5/8 X 2 1/4 A325 W NUT & LKW 500178 6. 36 ------ BOLT, 5/8 X 2 A325 W NUT & LKW 500177 5. 6 291023-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 291023-23 4. 6291022-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 291022-23 3. 6 291021-23 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 1/4 291021-23 ITEM OTY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL -- HEAVY 945# 8. 9 ------ RINGFILL, 3 8 THICK — 5/8 0 560090 7. 9 ------ BOLT, 5/8 X 2 A325 W NUT & LKW 500177 6. 36 ------ BOLT, 5/8 X 1 3/4 A325 W NUT & LKW 500181 5. 6 291023-22 DIACONAL. ANGLE 2 1/2 X 2 1/2 X 3/16 291023-22 4. 6 291022-22 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 3/16 291022-22 3. 6 291021-22 DIAGONAL, ANGLE 2 1/2 X 2 1/2 X 3/16 291021-22 ITEM OTY. DWG. N0. I DESCRIPTION PART NO. BRACING MATERIAL —LIGHT 708 2. 12 1 ------ I BOLT, SPLICE 1 1/4 X 4 A325 W NUT & LKW 500303 t. 3 291020—FC LEG, PIPE 5 9/16 O.D. X .500 WALL 1907 291020—FC ITEM QTY. DWG. N0. I DESCRIPTION I PART NO. 3 291020—LL LEG, PIPE 4 1/2 O.D. X .237 WALL 968# 291020—LL 1 3 291020—LH I LEG, PIPE 4 1/2 O.D. X .337 WALL 1219# 291020—LH 3 291020—HL I LEG, PIPE 5 9/16 O.D. X .258 WALL 1163# 291020—HL 3 291020—HH I LEC, PIPE 5 9/16 O.D. X .375 WALL 1535# 291020—HH 'EM CITY. I DWC. NO. I DESCRIPTION PART NO. LEG MATERIAL 3 291020—LLB BASE LEG, PIPE 4 1/2 O.D. X .237 WALL 1337# 291020—LLB 1 3 291020—LHB BASE LEG, PIPE 4 1/2 O.D. X .337 WALL 1587# 291020—LHB E3 291020—HLB BASE LEG, PIPE 5 9/16 O.D. X .258 WALL 1527# 291020—HLB 3 291020—HHB BASE LEG, PIPE 5 9/16 O.D. X .375 WALL 1894# 291020—HH EM QTY. DWG. NO. DESCRIPTION PART NO. BASE LEG MATERIAL SABRE COMMUNICATIONS SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SYL Liam l0cNtF2nU Veil 4s the sole SECTION 10 Wof Sabre Communicolions on. constitutes o trade secret SIZE DRAWING N0. REV Ted by loco code ch. 550 and B S 3 T L — S 10 2 { be reproduced, copied or used DATE 12/10/96 e or in port for anyy purpose er nThout the prior villen tonsenl DRAWN BY I RWM SCALE SHEET e Communicolions Carporalion. CHECKED BY OLW NONE 1 OF 1 _ 13'-0' v f_ 15'—Cr ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. ALL OIMEMSIONS INCLUDE rR/SHES ANO Aix IN INCHES TOLERANCES: rRACT10NS 1 1/77 ANGLES S 1/7 DEC. TOLERANCES 00 NOT APPLY OECmgS ! .01(r TO RAM MATERIAL ------ KINUtILL, .5/6 (HICK — 3/4 0 ------ BOLT, 3/4 X 2 1/4 A325 W N ------ BOLT, 3/4 X 2 A325 W NUT & 291123-32 DIAGONAL. ANGLE 3 1/2 X 3 1 291122-32 DIAGONAL, ANGLE 3 1/2 X 3 1 291121-32 DIAGONAL, ANGLE 3 1/2 X 3 1 DWG. NO. DESCRIPTION BRACING MATERIAI __ taFn ------ RINGFILL, 3/8 THI ------ BOLT, 3/4 X 2 1 ------ BOLT, 3/4 X 2 A 291123-30 DIAGONAL, ANGLE 291122-30 DIAGONAL, ANGLE 291121-30 DIAGONAL, ANGLE DWG. NO. DES BRACING MATERII ------ I BOLT, SPLICE 1 l/ 291120—LL ILEG. PIPE 5 9/16 291120—LH LEG. PIPE 5 9/16 O.D. X PIPE 6 5/8 O.D. X . PIPE 6 5/8 O.D. X . CK — 3/4 0 /4 A325 W/NUT & 325 W/NUT & LKW 3X3X3/16 3X 3X 3/16 3X3X3/16 CRIPTION 0 __ I Ir WT DWG. rlAL rem is mmur a trot PIPE 5 9/16 O.D. PIPE 5 9/16 O.D. PIPE 6 5/8 O.D. PIPE 6 5/8 O.D. 500194 500124 291123-32 291122-32 291121-32 PART NO. 1515# 291121-30 PART NO. 968 LKW 500336 313# 291120—LL 684# 291120—LH 534# 291120—HL ?108# 291120—HH PART N0, 760# 291120—LLB !127# 291120—LHB 973# 291120—HLB '546# 291120—HH PART NO. SABRE COMMUNICATIONS SIOUX, CITY, IOWA 20 FT. TOWER SECTION MODEL SYL ,he sole SECTION 11 .olions secret SIZE DRAWING NO. REV 50 and Irrp� DATE S K L- S 11 1 consent DRAWN BY I RWM SCALE SHEET oration. CHECKED BY OLW NONE 1 OF 1 15-0" I.I b I ------ HINGTILL, 3/t$ THICK – 3/4 0 560093 6. 6 1 ------ BOLT, 3/4 X 2 1/4 A325 w NUT & LKW 500194 5.24 I DESCRIPTION ------ BOLT, 3 4 X 2 A325 W NUT & LKW 500124 4. 6 291222-32 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 1/4 291222-32 3. 6 291221-32 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 1/4 291221-32 ITEM OTY. DWG. N0. DESCRIPTION PART NO. LEG, PIPE 5 0/16 O.D. X .375 WALL 1793# 291220–LH BRACING MATERIAL -- HEAVY 1239 7. 6 ------ RINGFILL, 3/8 THICK – 3/4 0 . 560093 6. 6 ------ BOLT, 3/4 X 2 1/4 A325 W NUT & LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT & LKW 500124 4. 6 291222-30 DIAGONAL, ANGLE 3 X 3 X 3/16 291222-30 3. 6 291221-30 DIAGONAL, ANGLE 3 X 3 X 3/16 291221-30 ITEM OTY. DWG. NO. DESCRIPTION PART NO. ARACING MATFRIAI -- I Irl -IT 7014 Z. 1 10 1 ------ I aUu, arUL:t 1 1/4 X 4 1/2 A325 W NUT & LKW 1 500336 1. 1 3 291220–GC LEG, PIPE 6 5/8 O.D. X .562 WALL 2688 291220–GC JITEMIOTY.1 DWG. N0. I DESCRIPTION PART NO. 12/10/96 SPECIAL LEG MATERIAL S 3 T L — S 12 3 3 291220–LL LEG, PIPE 5 9/16 O.D. X .258 WALL 1423// 291220–LL 1 3 291220–LH LEG, PIPE 5 0/16 O.D. X .375 WALL 1793# 291220–LH TO RAW W TERWL 3 291220–HL LEG, PIPE 6 5 8 O.D. X .280 WALL 1646# 291220–HL SCALE I SHEET I NONE 1 OF 1 3 291220–HH LEG, PIPE 6 5 8 O.D. X .432 WALL 2220# 291220–HH ITEM OTY. DWG. NO. DESCRIPTION PART NO. LEG MATERIAL 1. 1 3 1291220–GCBI BASE LEG, PIPE 6 5/8 O.D. X .562 WALL 3104N 291226–EF5 IITEMIOTY.I DWG. No. I DESCRIPTION PART N0. V 3 291220–LLI 3 291220–LH _ 17'-0" 1' 3 291220–HL 3 291220–HH ELEVATION VIEW ITEM OTY. DWG. No. FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). TT77MY AODED SPECIAL LEG 12 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. ! _ ___." ""._____ " rn NFTn RWT1ei PIPE 5 9/16 O.D. PIPE 5 9/16 O.D. PIPE 6 5/8 O.D. PIPE 6 5/8 O.D. 14 UtSCHIPTION PART NO. LEG MATERIAL SABRE COMMUNICATIONS SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SYL SECTION 12 A 01MENS1dRs wtlUOE – L.arparo 10 constitutes o trade secret d br Iowa Gado Ch.pie SSG and S12E DRAWING N0. REV rERANCE : F ARE w n 1/ TOLERANCES: vRenwws : ,/�rDATE shall not shall nal be reproduced. coped or for lof 12/10/96 B S 3 T L — S 12 3 ANGLES t 1/2 DEG. TOLERANCES 00 N07 APPLY 1n whole or 1n part an purl= whatsoever without the prior writ en COnnsad DRAWN BY I RWM OECIWALS 2 .010' TO RAW W TERWL Sabre Communications Corporation. CHECKED BYI DLW SCALE I SHEET I NONE 1 OF 1 , _ 17' -Cr V 19'-0' -1 ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY ENO WITH A (S). x H 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. ^" 1 1. .. REV DATE DI: ALL DWENSIONS INCLUDE rINSHES AND ARE IN INCHES TOLERANCES: rRACTIONS A 1/3Y ANGLES A 1/2 DEG. TOLERANCES DO NOT APPLY DECIWLLS 3 .011' TO RAN WTERIAL 7. 6 ------ I RINGFILL, 3/8 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3/4 X 2 1/4 A325 w NUT do LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT & LKW 500124 4. 6 291322-40 DIAGONAL, ANGLE 4 X 4 X 1/4 291322-40 3. 6 291321-40 DIAGONAL, ANGLE 4 X 4 X 1/4 291321-40 TEM OTY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL -- EXTRA HEAVY 1535# 7. 6 ------ RINGFILL, 3/8 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3/4 X 2 1/4 A325 W NUT & LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT do LKW 500124 4. 6 291322-32 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 1/4 291322-32 3. 6 291321-32 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 1/4 291321-32 fEM CITY. DWG. NO. DESCRIPTION PART N0. BRACING MATERIAL -- HEAVY 1349# 7. 6 ------ RINGFILL, 3/8 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3/4 X 2 1/4 A325 W NUT h LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT do LKW 500124 4. 6 291322-30 DIAGONAL, ANGLE 3 X 3 X 3/16 291322-30 3. 6 291321-30 DIAGONAL, ANGLE 3 X 3 X 3/16 291321-30 fEM OTY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL —LIGHT 862 2. 1 18 1 ------ I BOLT, SPLICE 1 1/4 X 4 3/4 A325 W NUT & LKW 500355 1. 1 3 1291320—JCI LEG, PIPE 8 '5/8 O.D. X .406 WALL 2744# Zg1320—JC 'EMIOTY.1 DWG. N0. I DESCRIPTION PART NO. SPECIAL LEG MATERIAL 3 291320—LL LEC, PIPE 6 5/8 O.D. X .280 WALL 1752# 291320—LL 1 3 291320—LH LEG, PIPE 6 5 8 O.D. X .432 WALL 2327# 291320—LH 3 291320—HL LEG, PIPE 8 5 8 O.D. X .322 WALL 2275# 291320—HL 3 291320—HH LEG, PIPE 8 5 8 O.D. X .500 WALL 3163# 291320—HH EM OTY. DWG. NO. DESCRIPTION PART NO. LEG MATERIAL 3 291320—LLB BASE LEG, PIPE 6 5/8 O.D. X .280 WALL 2331# 291320 —LLB 1 3 291320—LHB BASE LEG, PIPE 6 5/8 O.D. X .432 WALL 2904# 291320—LHB 3 291320—HLB BASE LEG, PIPE 8 5/8 O.D. X .322 WALL 2843# 291320—HLB 3 291320—HHB BASE LEG, PIPE 8 5/8 O.D. X .500 WALL 3729# 291320—HHB EM CITY. DWG. NO. DESCRIPTION PART NO. BASE LEG MATERIAL 0 SABRE COMMUNICATIONS SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SECTION 13 S3TL CO main J ein i .ion contain ereln Is the sole yy of Sabre Communications I,on, constitutes a trade secret ted by lora Code Ch. 550 and t o reproduced, copied or used e or In port for anyy purpose er Nithoul the pr or mllen consent e Communications Corporation, SIZE B DRAWING N0. S 3 T L- S 13 REV 3 DATE 12/ 10/96 DRAWN BY RWM CHECKED BY1 OLIN SCALE SHEET NONE I 1 OF 1 I_ 21'-0" ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED'AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). % H 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. i• 1 6 1 ------ HINGFILL, 315 THICK — 3/4 0 560093 6. 1 6 1 ------ BOLT, 3/4 X 2 1/2 A325 W NUT & LKW 500179 5. 24 ------ BOLT, 3/4 X 2 1/4 A325 W NUT & LKW 500194 4. 6 291422-41 DIAGONAL, ANGLE 4 X 4 X 3/8 291422-41 3. 6 291421-41 DIAGONAL, ANGLE 4 X 4 X 3/8 291421-41 ITEM QTY. DWG. N0. DESCRIPTION PART NO. BRACING MATERIAL -- EXTRA HEAVY 2488 7. 6 1 ------ RINGFILL, 3/8 THICK - 3/4 0 560093 6. 6------ BOLT, 3/4 X 2 1/2 A325 W NUT & LKW 500179 5. 24 ------ BOLT, 3/4 X 2 1/4 A325 W NUT & LKW 500194 4. 6 291422-33 DIAGONAL ANGLE 3 1/2 X 3 1/2 X 3/8 291422-33 3. 6 291421-33 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 3/8 291421-33 ITEM CITY. DWG. N0. DESCRIPTION PART NO. BRACING MATERIAL -- HEAVY 2158# 7. 6 ------ RINGFILL, 38 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3/4 X 2 1/4 A325 W NUT & LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT & LKW 500124 4. 6 291422-32 DIAGONAL ANGLE 3 1/2 X 3 1/2 X 1/4 291422-32 3. 6 29`1421-32 DIAGONAL, ANGLE 3 1/2 X 3 1/2 X 1/4 291421-32 ITEM QTY. DWG. NO. DESCRIPTION PART NO. BRACING MATERIAL — LIGHT 1474 2. 1 18 1 ------ I BOLT, SPLICE 1 3/8 X 5 1/2 A325 W NUT & LKW 500349 1. 1 3 1 291420—JD I LEG, PIPE 8 5/8 O.D. X .594 WALL 3707#1 291420—JD JITEMIOTY.1 DWG. N0. I DESCRIPTION PART NO. SPECIAL LEG MATERIAL 3 291420 -LL LEG, PIPE 6 5/8 O.D. X .280 WALL 1823 291420 -LL 1 3 291420 -LH I LEG, PIPE 6 5/8 O.D. X .432 WALL 2398# 291420 -LH 3 291420 -HL I LEG, PIPE 8 5/8 O.D. X .322 WALL 2367# 291420 -HL 3 291420 -HH I LEG, PIPE 8 5/8 O.D. X .500 WALL 3255# 291420 -HH ITEM QTY. I DWG. N0. I DESCRIPTION PART N0. ra UNLs55 OIKENW15L SPECIFIED NATERLAL: �/pOfOtion, AU. A0ITSKINS INCLUDE as defined rwy¢s AND ARE d wCNES s hall not be TOLERANCES: rRACTKONS t 1/32's whole OI ANGLES ! 1/2 DEC. TOLERANCES DO NOT APPLY whotsom vi DECuuLs 1 .010' TO RAw MATERIAL of Sabre CL 1420 -LLB BASE LEG, PIPE 6 5/8 O.D. X .280 WALL 2402#1291420 -LLB 1420-LHB BASE LEG, PIPE 6 5/8 0.0. X .432 WALL 2975# 291420-LHB 1420-HLB BASE LEG, PIPE 8 5/8 O.D. X .322 WALL 2935# 291420-HLB 1420 -HHB BASE LEG, PIPE 8 5/8 O.D. X .500 WALL 3821# 291420 -HHB WG. NO. DESCRIPTION PART NO. BASE LEG MATERIA SABRE COMMUNICATIONS SIOUX CITY, IOWA N20 FT. TOWER SECTION MODEL SYL herenlis the sole SECTION 14 Communications as a trade secret bde Ch. ssSIZE DRAWING N0. REV B 3 14 Id, copied orf and used DATE 12/10/96 for anpurpose >rior r,nlyen consent DRAWN BY I RWM SCA1ZSHEET lions Corporation. CHECKED BY DLW NONE 1 OF 1 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 1 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED QPpFESS/ON INPUT DATA FILE C:\STANDARD\SA1134S.DAT c� CHI SHIN G LEE �2 cn *** TRIANGULAR TOWER *** uj. 1-1 1?cc m NO. C050977 TOWER HEIGHT (ft.) = 185 EXP. T 30-0 WIND SPEED (mph) = 80 RADIAL ICE (in.) = 0 69, CIVIL P��P No. OF LEGS = 3 OFC No. OF WIND LOAD LEVEL(S) = 10 FROM 185 ft. TO 180 ft. WIND LOAD = 30 psf FROM 180 ft. TO 160 ft. WIND LOAD = 29 psf FROM 160 ft. TO 140 ft. WIND LOAD = 28 psf FROM 140 ft. TO 120 ft. WIND LOAD = 27 psf FROM 120 ft. TO 100 ft. WIND LOAD = 26 psf FROM 100 ft. TO 80 ft. WIND LOAD = 24 psf FROM 80 ft. TO 60 ft. WIND LOAD = 23 psf FROM 60 ft. TO 40 ft. WIND LOAD = 21 psf FROM 40 ft. TO 20 ft. WIND LOAD = 18 psf FROM 20 ft. TO 0 ft. WIND LOAD = 18 psf *** UNIFORM LOADING *** FROM *** ANTENNA LOADING DATA *** (ft) (ft) PROJ. WIND DEAD ANTENNA DESCRIPTION 0 AREA LOAD LOAD ELEV. 185 OF 1.00 ft"2 kips kips ft. LOADING 0.20 70.0 2.10 2.50 185 (9) 4 SQ. FT. PANELS + MOUNT 63.0 1.88 2.00 180 (2) 6' HP DISHES (9) 25.0 0.74 1.20 175 (3) WHIP ANTENNAS 70.0 2.03 2.50 165 (9) 4 SQ. FT. PANELS + MOUNT 63.0 1.81 2.00 160. (2) 6' HP DISHES 25.0 0.71 1.20 150 (3) WHIP ANTENNAS 70.0 1.96 2.50 145 (9) 4 SQ. FT. PANELS + MOUNT 70.0 1.88 2.50 125 (9) 4 SQ. FT. PANELS + MOUNT 30.0 0.77 1.50 105 (4) WHIP ANTENNAS- *** UNIFORM LOADING *** FROM TO PROJECTED AREA DEAD LOAD DESCRIPTION (ft) (ft) (sq. ft./ft) (k/ft. ) 185 0 0.10 0.008 W.G. & CLIMBING LADDERS 185 0 1.00 0.009 (9) 1 5/8 LINES 180 0 0.20 0.002 (2) EW90 LINES 175 0 0.18 0.003 (3) 7/8 LINES 165 0 0.75 0.009 (9) 1 5/8 LINES 160 0 0.20 0.002 (2) EW90 LINES 150 0 0.18 0.003 (3) 7/8 LINES 145 0 0.75 0.009 (9) 1 5/8 LINES 125 0 0.75 0.009 (9) 1 5/8 LINES 105 0 0.25 0.004 (4) 7/8 LINES SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 2 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** TOWER MEMBER DATA *** FROM ELEV. 185 ft. TO 0 ft. Fy OF LEGS = 50 ksi FROM ELEV. 185 ft. TO 0 ft. Fy OF DIAGONALS AND GIRTS = 36 ksi ELEVATION TOWER'S DIAG. K- L r AREA KL/ Fa ALLOW FROM TO LEG CONFIG. VALUE r OR Ft LOAD .ft ft SIZE in. in. int ksi kips 185 180 2.375 OD X .218 XC 1.0 60.0 0.77 1.48 78 19.42 28.75 180 160 2.875 OD X .276 XC 1.0 60.0 0.92 2.25 65 21.86 49.18 160 140 3.5 OD X .3 XC 1.0 60.0 1.14 3.02 53 23.94 72.28 140 120 4..0 OD X .318 XC 1.0 60.0 1.31 3.68 46 24.99 91.97 120 100 4.5 OD X .438 XC 1.0 80.0 1.45 5.58 55 23.52 131.27 100 80 5.563 OD X .500 XC 1.0 80.0 1.80 7.95 44 25.19 200.28 80 60 6.625 OD X .432 XC 1.0 80.0 2.19 8.40 37 26.31 221.00 60 40 6.625 OD X .432 XC 1.0 120.0 2.19 8.40 55 23.59 198.12 40 20 8.625 OD X .500 XC 1.0 120.0 2.88 12.80 42 25.60 327.63 20 0 8.625 OD X .500 XC 1.0 120.0 2.88 12.80 42 25.60 327.63 ELEVATION TOWER16 1�lAci.. K- L r AREA KL/ Fa ALLOW FROM TO DIAGONAL CONFIG. VALUE r OR Ft LOAD ft ft SIZE in. in. in2 ksi kips 185 180 L1.75X1.75X3/16 XC 1.0 38.2 0.34 0.62 112 11.47 7.12 180 160 L1.75X1.75X3/16 XC 1.0 37.8 0.34 0.62 110 11.66 7.24 160 140 L1.75X1.75X3/16 XC 1.0 45.9 0.34 0.62 134 8.32 5.17 140 120 L2X2X3/16 XC 1.0 55.2 0.39 0.71 140 7.62 5.44 120 100 L2.5X2.5X3/16 XC 1.0 69.4 0.50 0.90 140 7.60 6.85 100 80 L2.5X2.5X3/16 XC 1.0 78.4 0.50 0.90 158 5.95 5.37 80 60 L3X3X3/16 XC 1.0 87.7 0.60 1.09 147 6.89 7.51 60 40 L3X3X3/16 XC 1.0 106.7 0.60 1.09 179 4.66 5.08 40 20 L3.5X3.5X1/4 XC 1.0 114.8 0.69 1.69 165 5.46 9.22 20 0 L3.5X3.5X1/4 XC 1.0 125.0 0.69 1.69 180 4.60 7.77 ELEVATION TOWER'S DIAG. K- L r AREA KL/ Fa ALLOW FROM TO GIRT CONFIG. VALUE r OR Ft LOAD ft ft SIZE in. in. in2 ksi kips 185 180 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 180 160 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 160 140 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 140 120 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 120 100 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 100 80 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 80 60 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 60 40 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 40 20 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 20 0 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT ELEVATION FROM TO *** TOWER SECTION DATA *** 180 NOTE: UNIFORM WIND & DEAD LOADS INCLUDE SECTION & LINEAR ATTACHMENT SPAN FACE WIDTH UNIFORM UNIFORM ANT'S LEG ELEV TOP BOTTOM WIND LOAD DEAD LOAD LOAD AREA ft ft ft k/ft k/ft kips in2 185 5.00 5.00 0.091 0.052 4.50 1.48 180 5.00 5.00 0.125 0.073 5.70 2.25 160 5.00 7.00 0.155 0.095 3.70 3.02 140 7.00 9.00 0.186 0.118 2.50 3.68 120 9.00 11.00 0.197 0.147 1.50 5.58. 100 11.00 13.00 0.200 0.176 0.00 7.95 80 13.00 15.00 0.210 0.194 0.00 8.40 60 15.00 17.00 0.182 0.185 0.00 8.40 40 17.00 19.00 0.183 0.257 0.00 12.80 20 19.00 21.00 0.189 0.264 0.00 12.80 ELEVATION FROM TO 185 180 180 160 160 140 140 120 12.0 100 100 80 80 60 60 40 40 20 20 0 SECTION STEEL WT. I.D. (kips/ft) S3T-L6HCST5 0.033 S3T-L6XXHC 0.040 S3T-L7SHC 0.050 S3T-L8SHC 0.064 S3T-L9MUS3A 0.089 S3T-L10MUS5A 0.118 S3T-LllSSC 0.136 S3T-L12SXXHC 0.127 S3T-L13SXXHD 0.199 S3T-L14SXXHB 0.206 Page 3 TORQUE ft -k 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 4 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** RESULTS OF STRESS ANALYSIS *** ELEVATION CONFIG. NO. MOMENT ACCUM'D ACCUM'D ACCUM'D FROM TO OF OF OF DEFLECTION SWAY TWIST ft ft DIAG PANELS INERTIA ft deg deg 185 180 XC 1 18.50 1.772 _ 1.152 0.092 180 160 XC 4 28.13 1.545 1.080 0.091 160 140 XC 4 54.36 1.343 1.009 0.090 140 120 XC 4 117.76 1.072 0.900 0.088 120 100 XC 3 279.00 0.842 0.793 0.086 100 80 XC 3 572.40 0.643 0.681 0.082 80 60 XC 3 823.20 0.425 0.530 0.078 60 40 XC 2 1075.20 0.198 0.322 0.069 40 20 XC 2 2073.60 0.044 0.114 0.054 20 0 XC 2 2560.00 0.000 0.003 0.011 ELEV WIND SHEAR SHEAR RESISTED TORQUE NET DIAGONAL GIRT SHEAR PER FACE BY LEG SHEAR SHEAR LOAD LOAD ft k k k k k k k 185 4.43 2.95 0.00 0.69 3.65 2.58 0.00 180 11.51 7.68 0.00 0.69 8.37 5.92 0.00 160 17.28 9.97 3.50 0.49 6.96 3.88 0.00 140 22.87 13.20 5.24 0.38 8.34 4.37 0.00 120 27.58 15.91 6'.91 0.31 9.31 5.09 0.00 100 31.58 18.22 8.48 0.27 10.01 5.29 0.00 80 35.78 20.64 9.94 0.23 10.93 5.65 0.00 60 39.42 22.75 11.33 0.20 11.63 6.45 0.00 40 43.08 24.86 12.64 0.18 12.40 6.72 0.00 20 46.86 27.04 13.91 0.16 13.29 7.08 0.00 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** BASE REACTIONS *** Page 5 SHEAR MAX. UPLIFT *** RESULTS OF STRESS ANALYSIS *** PER LEG SPAN BASE OVERTURNING AXIAL COMPRESSION UPLIFT ELEV SPREAD MOMENT LOAD PER LEG PER LEG ft. ft. ft -k kips kips kips 180 5.00 11.64 4.76 4.27 1.10 160 5.00 146.47 11.92 37.80 29.85 140 7.00 424.58 17.52 75.88 64.20 120 9.00 816.72 22.39 112.25 97.33 100 11.00 1317.44 26.83 147.24 129.36 80 13.00 1909.04 30.34 179.69 159.46 60 15.00 2582.63 34.22 210.22 187.41 40 17.00 3334.63 37.92 239.15 213.87 20 19.00 4159.62 43.07 267.16 238.45 0 21.00 5059.00 48.34 294.29 262.07 *** BASE REACTIONS *** Page 5 SHEAR MAX. UPLIFT MAX. COMP. OVERTURNING ESTIMATED PER LEG PER LEG PER LEG MOMENT STEEL WEIGHT kips kips kips ft -k kips 15.62 262.07 294.29 5059.00 21.09 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 6 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA-222-F-1996- W.G. IA-222-F-1996W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT SUMMARY OF STRESS RATIOS:- NOTE:- DESIGN LOAD OF REDUNDANTS = 1.5o OF LEG LOAD ELEVATION SECTION MEMBER TOWER MEMBER ALLOW. COMBINED FROM TO I.D. OF MEMBER LOAD LOAD STRESS ft ft TOWER SIZE (kips) (kips) RATIO 185 180 S3T-L6HCST5 LEG 2.375 OD X .218 4.27 28.75 0.15 DIAG L1.75X1.75X3/16 2.58 7.12 0.36 180 160 S3T-L6XXHC LEG 2.875 OD X .276 37.80 49.18 0.77 DIAG L1.75X1.75X3/16 5.92 7.24 0.82 160 140 S3T-L7SHC LEG 3.5 OD X .3 75.88 72.28 1.05 DIAG L1.75X1.75X3/16 3.88 5.17 0.75 140 120 S3T-L8SHC LEG 4.0 OD X .318 112.25 91.97 1.22 DIAG L2X2X3/16 4.37- 5.44 0.80 120 100 S3T-L9MUS3A LEG 4.5 OD X .438 147.24 131.27 1.12 DIAG L2.5X2.5X3/16 5.09 6.85 0.74 100 80 S3T-L10MUS5A LEG 5.563 OD X .500 179.69 200.28 0.90 DIAG L2.5X2.5X3/16 5.29 5.37 0.98 80 60 S3T-LllSSC LEG 6.625 OD X .432 210.22 221.00 0.95 DIAG L3X3X3/16 5.65 7.51 0.75 60 40 S3T-L12SXXHC LEG 6.625 OD X .432 239.15 198.12 1.21 DIAG L3X3X3/16 6.45 5.08 1.27 40 20 S3T-L13SXXHD LEG 8.625 OD X .500 267.16 327.63 0.82 DIAG L3.5X3.5X1/4 6.72 9.22 0.73 20 0 S3T-L14SXXHB LEG 8.625 OD X .500 294.29 327.63 0.90 DIAG L3.5X3.5X1/4 7.08 7.77 0.91' DRILLED STRAIGHT PIER DESIGN BY SABRE COMMUNICATIONS CORPORATION TOWER FOUNDATION FOR A 185' S3TL C.S.D. RICHVALE; CA REACTIONS :- HORIZONTAL FORCE (kips) = 15.62 VERTICAL FORCE (kips) = 262.07 OVERTURNING MOMENT (ft -k) = 0 SOIL AND CAISSON DATA :- HT. OF PIER ABOVE GRADE (ft) _ .5 DEPTH OF LOOSE TOP SOIL (ft) = 5 WEIGHT OF SOIL (pcf) = 0.298 = 100 WATER TABLE BELOW GRADE (ft) = 99 ANGLE OF SOIL FRICTION (deg) = 15 ULTIMATE COHESION (psf) ALLOWABLE = 200 S.F. OF SOIL OR SKIN FRICTION = 2.511 = 2 S.F. OF CONCRETE = 1.25 Fy OF RE -BARS (ksi) = 60 ULTIMATE DEPTH OF EACH STRATUM SKIN FRICTION FROM TO psf ft ft 0 0.0 5.0 1400 5.0 31.5 *** DRILLED STRAIGHT CAISSON DATA AND CAPACITIES *** ALLOWABLE VERTICAL REISTANCE (kips) = 281.36 CALCULATED LATERAL SOIL PRESSURE AT TOP (ksf) = 0.298 ALLOWABLE LATERAL SOIL PRESSURE AT TOP (ksf) = 1.026 CALCULATED LATERAL SOIL PRESSURE AT BOTTOM (ksf) = 0.246 ALLOWABLE LATERAL SOIL PRESSURE AT BOTTOM (ksf) = 2.511 DIAMETER OF CAISSON (ft) = 4.00 DEPTH OF CAISSON BELOW GRADE (ft) = 31.50 TOTAL LENGTH OF CAISSON (ft) = 32.00 VOLUME OF CONCRETE OF EACH CAISSON (cu. yd.) = 14.89 MAX. MOMENT AT CAISSON BELOW GRADE (ft -k) = 188.20 REQUIRED AREA OF RE -BARS (sq. in.) = 9.05 RESIDENTIAL 030-0170-006 98-1994 B _T HELTON/LANOVE 3234 Nelson Avenue, Oroville (new stg shed) Don Scribner PERMIT NO PERMIT EXPIRES OWNER iCONTR. ASSESSOR PARCEL I LOCATION f r ` CHECKED 4 SRA ti FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY ' F i Temp. Power Pole tip Called PG&E t Temp. Elec. Service + r� t Called PG&E y Temp. Gas Service I IP Called PG&E ' I JOB FINALED (Date) O Signature V=OK O = Not OK Not Applicabley Not ReaMOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s r 4,71 v4l4. 1. Zoning Requirements - Setbacks - Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water, Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Gmd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap; / /10t. / /Nat. or/ /LYt./ /LPG 7. Well Clearance & Disconnect 8. Utility Clearance 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements- Setbacks Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert of Occupancy 12. Permanent Foundation Only: License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 5i �- MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s r 4,71 v4l4. 4-Zerting Requir ts-Setbacks-Easements s; Soils-Size-DepthSpacing-Connectors-Steel j 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails Wood Awn.; Posts-Beams-Rftis.-Connectors Shthg.-Rfg: Bracing 5. Alum. Awn.; Columns-ConnectionsSplice Decal -Enclosures 6. Carports; Windows -Doors -7. Electric Frmg.; Sils-AnchorsStuds-Rttrs-Trusses Siding; Nailing -Veneer -Stucco -Mesh Roof; Shthg-Roofing 111.,,Eid.; Steps-Doors-Landinga 12. Braced Wall Panels Da and B-1 Date Card B-1 Date and B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/8 Circulating Equip. -Pool LBhtq. Boxes-Enclosures-Panelboards4ns. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 0 = Not o OK RESIDENTIAL - = Not Applicable = Not Ready Date UNDERFLOOR (Plans) OK except #'s 1. ZoningSetbacks-Easments-Flood-Slope 2. Ftg., Main; Soils-Elec. Gmd. / / Ftg. Depth 3. Ftg. Garage; Soils-Steel-Elec. Gmd/ / Ftg. Depth (Single & Duplex) - Date 4. Ftg. Porches & Decks; Soils -Steel-/ / Ftg. Depth FRAMING (Continued) 5. Stemwalls, Main; Steel-Blockouts-Wrapped Hangers -Post Caps -Anchors -Connectors 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Cling. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Rfng. 6a. Hold Downs and Special Anchors Fireplace Ties or Type A Flue -Fireplace Throat clearance 7. Slab, SteelANrapped Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 8. Piers -Fireplace Ftg.-Steel Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Garage Fire Protection Framing 10. UF. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Property Line Firewall & Openings 11. Water Pipe; Test -Anchors -Regulator -Service Test Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 12. Electric Underground Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 13. Pienums & Ducts; Clearance -Material -Support -Ins. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 14. Girders -Sills -Anchor Bolts -Joists Vents-Crippies Siding -Nailing Veneer 15. Access & Ventilation Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 16. Insulation Glazing Area -Glass Protection -Skylights -Plastic 59. Date Card B-1 Date Card B-1 Date 61. Card B-1 Date Card B-1 Date 62. PLUMBING (Permit) OK except #s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection Card B-1 Date Card B-1 19. D.W.V.; Test Fittings & Anchor -Nail Protection Card B-1 Date Card B-1 20. Shower Pan; Test, First Floor -Tub Access FINAL (Plans) OK except #'s 21. Test Tub & Shower, Second Floor -Tub Access 63. 22. Gas Pipe; Sixe & Anchors 64. Smoke Detector Date Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection Card B-1 Date Card B-1 Date Bedroom Exiting Card B-1 Date Card B-1 Date G.F.I. & Bath Fixtures & Tub Access -Spa ELECTRICAL (Permit) OK except #s 68. 23. FDdure & Transformer Clearance -Ins. Protection 69. 24. Elec. Receptacles Spacing -Lights & Switches at Doors 70. 25. Size B2Vs & No. of Conductors Stapled 71. 26. Romex I stalled Close to Edge of Studs & C.J. 72. 27. Equip. Ground made up w/Mech Fastners-Bond Gas & Water 73. 28. 2 Appliance Circuts in Kitchen & Conductor Size GFI 74. 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 75. 30. Range Circ. / / ga Cu or AI -Oven Circ. / / ga Cu or AI Insulated Neutral 0 Yes 0 No 76. 31. Service -Riser Conductors & Ground -Main Disconect 77. 32. Equip. Clearances Panels-Motors-Mech. Epuip. 78. 33. Clothes Closet Light -Shower Light -Spa Light 79. 34. Smoke Detector 80. Guard rails & Deck Construction -Post Caps Date Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes Card B-1 Date Card B-1 Date Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No Card B-1 Date Card B-1. Date Stucco Brown -Finish MECHANICAL (Permit) OK except #'s 84. 35. A.C. Ducts Insulation & Support 85. 36. Vent Fan, Exhaust above insulation 86. 37. Condensate Drain & Overflow, Size & Grade 87. 38. Fumance-Vent Access -Comb. Air -Return Air Vent 115 outlet 88. 39. Attic Access & Platform if Furnace in Attic 89. Glass Protection 90. Corrections from Previous Inspections Date 91. Card B-1 Date Card B-1 Date 92. Card B-1 Date Card B-1 Date 93. FRAMING (Plans) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound Date 42. Bearing Walls over Girders & Floor Nailing Date 43. Draft Stop in Walls (rat proof) Date 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs Comments at Final: 45. Headers & Beams -Size & Bearing Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-roff Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3 -Check Garage 3rd Story, 2 Exits 64. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls: Nailing -Bolts 60. Brace Interior / Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace; Vents -Clearance -Comb, Air-Conector- In Garage; Above Floor -Ducts -Meth. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground. -Air Gap -Cooking Clearance 73. Elec. Outlets & Recepticales at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. In Garage; Above Floor -Meeh. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (G.FI.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 82. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throught House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE —BUILbING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 - 7 County Center Drive * Oroville, CA * (530) 538-7541 CORRECTION NOTICE ER 061 A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. CD FRO 12A 4 1911 1z 611 6 1) PI/ oll 4 4-7) A-1 5�7/// 1 od 4:d— Ce Da (24,4) Q Date Inspector REV 10/92 COUNTY br BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-754?IT o. (Rev. 12/96) APPLICATION AND PERMIT d_ ASSESSn,6CEbTMdR006 ZONING BUILDING PERMIT OWNER BRIEF HFT TON AND JACK I ANOVE TELEPHONE SO. FT. OCC. BUILDING VALUATION -308 11 5,544 . OWNER'S MAILING ADDRESS Q? nAKMONT AVENUE, SAN RAEAEI CA CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS 2996 PENNTNGTON ROAD, LIVE OAK CA CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE No. Flin Fee $ 20.00 Permit Fee $ 81.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 99-69 BUILDING ADDRESS 3234 NELS0N AVENUE, 0R01111-12 Energy Plan Checking Fee $ $ PERMIT FEE $ 19 LAT NO. SUBDNISION'S NAME PARCEL MAP -69 PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other STG/S)! NNX SHED SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New M Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW STORAGE SHED Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W Q20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in U11 force and effect.,I License Class Lic. No. �U -. -3 O OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier -r -2 C Policy Number j0:3 ' B — (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that 4 1 should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X �jny� �n.,�.-..,__ Date 9� 3� Signature of Applicant - ❑ Owner Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or constructionof structures over 3 stories in height. Main Service tow TO 46.00 CCU000A NEW CONST. DWEACC GCS. SO OR ( 8 ACC. S.3.5�FT; CNS. N NEW CONS MULTI -OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIS. 00 Ex. Occup. OUTLET OR FocruREs BAS p I: 0 Ex. Occup. oFlx� RESID.oEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt S Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 153.65 HAZ. D. FEES IMP FLOOD C PARCELRCEL PD D ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work in%daor which fees have been paid. BCj Date Gf PERMIT EXPIRES ON / lS I/ I Date Receipt No. gsmriq WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 APPLICATION AND PERMIT PERMIT NO. ASSESSOR PARCEL NUMBER ZONING tj T - BUILDING PERMIT OWNER TELEPHONE L C L SO. FT. OCC. BUILDING VALUATION OWNERS NO ADDRESS ry /h, Q Z- _ 4 CONTRACTOR'S NAME r` I jo az) �TELEPHONE 0— CONTRACtOWS MAWNG ADDRESS r 7 X L r' k- e eA k CONSTRUCTION ffiMER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ 1W Cl - ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee S ARCHITECT OR ENGINEERS MASJNG ADDRESS Plan Checking Fee S Z sunnwo ADOREss 2 4E LsdA) Energy Plan Checking Fee S — $ PERMIT FEE _ / LOT No. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex O Mobilehome O Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New 0 Addition ❑ Remodel O Utilities ❑ Installation O Other ❑ Describe work:�t A d S y P� Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 020.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service pw OR 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect License Class �% Lic. No. D OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. , Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. ❑ I have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, i shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor O Agent An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. OWELIJJG OCCUP. 3.5Qso OR ADONS• a Acc. BLDs. NEW GUM NON-RESID. ' MULTFOUITI.Ef @7.50 POWER APPARATUS a swGLE ovnET as Z0®'•00 Ex. Occup. OUTLET OR FIXTURES SAL @ .so D APPLNS Ex. Occup. OR 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ MECHANICAL PERMIT Filing ee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee b Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ t HAT PEES IMP I FLOOD CDP PARCEL PO HO ISSUE This permit is hereby Issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By Date PERMIT EXPIRES ON (DaTe provisions to do work paid. rReceiptNo. �' HITE•D.D.S.-B.D. CANARY -A ES OR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUM:- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: �'_?414 6 -" f%"L�3-„� ,� ,`ASSESSOR PARCEL NUMBER: G 3O - 6 ( O — &®a Proposed Building Use: 57- 65rm Building Inspector: Date: am, T _97 lr At time of permit application, I was advised the following data must bee miffed prior top rmrte processing and/or issuance: Date Received By ❑ 1. All items have been submitted ----------------------------------------------------------------------- --------------- ❑2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------ ❑9. Manufactwed-Home data and installation instructions including Tie Down Specifications ------------ 0 10. Fees of $------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ----------------------------------------------------------------- ❑ 12. California Department of Forestry plan approval/fees. --------------------------------------------------------- Flood elevation certificate.-----------=t--------------------------------------------------------------------------- Sanitation and plot plan approvab,& _ Health Department. ------------------------------------------- of - 1;-!58 k ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: (B) Parking: -------------------------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ----------------------- ❑ 1.9. Encroachment Permit for driveway (construction approval prior to occupancy). ---------------------------- 0 20. Pre -inspection for required Request to Building Inspector on - (Date) 112 1. Contractor's license information. (Number, Name Style, Classification). ---------------------- ------------- 022. Workers' Compensation carrier and policy number. ----------------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- 024. Letter of signature authorization. -------------------------------------------------------------------------------- ❑25. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 026. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑ 27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ - .--------------- --------------❑30. 1130.other: ------- When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. L`Telephone 6�r - 3 0 3,:P' and hold for pickup at 0 rCA office. ❑ Deliver with inspector. Applicant:�Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Check List 2. Additional items required: Contractor, esigner, owner, was advised of the above required data by phone, ❑ mail, ❑ Building Division counter, by Date: 9,1t; Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: 04 9-7 Sets of plans on hold in 11Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: - 78 Yellow Copy - Department of Development Services, Building Division. rrA E.H. USE ONLY Plot Plan Attached Floor Plan Attached Sent to B.D. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance (3 tv-ly\ Rd Ow4r Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Pr' ate Well -2- JIQ4 I- '. 1 '0 -j C_:�Izly- Clearance for dwelling. Other L Hold final for: Final clearance O.K. for: NOTE: ,6�-) 1, Environmental Health Specialist 8/96 Date /� /l-- APPROVED L Butte County Environmental Healff. / ie.� NTE: All B�aterWs �Porinmanship SS-,, cordance -with Recognized Good Practice d o a Quality Prescribed for the Specified ' --- -- E the Uniform. Building, Plumbing Me. ca . I f C des and a ational Electrical Code. Signature / V set plans and speoiScation9 r- I� ke on a job at all times and it is unla to E? changes or alterations on same out (� an J�ermisslon ftMm the Department o lie. a ks,, County of Butte. LSU G fIli Location'of structures & i equipment shall be. as shown & clear of all easements. 5 ALL STRUCT ES AND EQUIPMENT INCLUDING* OVERHANGS ALL BE CLEAR OF ALL.EASEMENTS. A SET BACK F —5 FT. FROM THE SIDE AND FT. FR M THE REAR•PROPERTY •LINES AND / 0 FT. Fri WTHE ROAD CENTERLINE SHALL BE v CTU -RES AND EQUIPMENT EXCEPT FOR A 2 E OVERHANG. BUTTE COUNTY 3 Z 3 N P l S o BUILDING DEPARTME A.PPR�: 5 COPY I V N V V N vA ti A AN Lr K) .00 < XF I 8A_ -Colj BUTTE COU6 RTM E BUILDING DPA 1" 12- ti I ppRO� ED of i BUTTE C UV "I -T BUILDING DEPART&MENT P0�D 0 AN � ��� -41 AN � ��� • �: ` 11:1 Ac t I4L-'lu .i - ►�1 :� ;car �v_� r� LY • -- - [Y (.1L -• , � '� 1 � 1 til _ .1 !r� K r •� 1F CA 41 LAWS 'r1��tt.r` ;��1 t 11���1 h•'��' 1 ' . �1tt1:;,; ' . 'IBJ f'�l i• •; �.: �I �`+ 1:� �i.�t..� , f: , . + ' ., li:. � �. !6:y' ��. {���%�t�rl,',4(I� � 't. •'f,i".'�• ', i, �.'y: '>;•r' �•' .. .. •1 ':l/.,, ,, •, 1.r. ... if �1�' r� ; �I 1i11�1 arl. �,�,1�,f! .Yr .i•, .1: f: ( 1' '� ' � .i F1'• �.111,•�;,!1 4'(, ,r �:j '•' .. 1 1 1[� :I `Qy1 Ilt• , :'j.•. :�;' •1'1.x' V1 �ll!' ;.�.1� •'��yi !��i"..3,1 :'t+ ,1 r .•.� 1 : I..I ,'' •i •! 1• �, '� •''� r 1•��••�j. � .•F.1• 311 ', ICS}(.�T�y (t4�1ty• (', 1' 1 r D 1 ( � '' �" +F�;'1. �tf /�t..'1 .t ;I1� �,••,' � ', + 1 `t ; )u ' }'' /.. ���' ���V {,���.' ���.'�1��.', �4.. �� � 1 :11 ��� ��1.1-.,11t•:.r��. i �. , ' � � •.•' 1' - p` a � `"�j''�'1 �t��4�'!•�'• , l,•i� ! 1 7 y,.''1� '� r/ w�l /:fit'. '�. '' 'p.. '!�! ��YJ/�`M:"� )E tIl • �, I Vl 1 1 Communication Systems Development, -Inc. Corporate Offices 1755 West Hammer Lane • Suite 12 Telephone 209. 951 . 3049 Stockton, California 95209 Telefax 209. 951 . 5845 2/18/98 Butte Co. Dept. of Development Serv. Building Division 7 County Center Drive Oroville, CA 95965 Dear Plan Check Engineer: Subject: Letter of intent for. Shelter on plans. The intended use for the shelter on the plans for permit #97-2606, #97-2422, #97-2423, and a the application being submitted, is to house the wireless communications electronic equipment that will be used in conjunction with the antennas on this communication tower. Sincerely, Rick DaCruz- CSD Enclosures: N/A B E A U T Y Communication Systems Development, Inc DVILU11vu UIVIJIVIV DEPARTMENT OF DEVELOPMENT SERVICES 1755 West Hammer Lane, Suite 12 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 StOCkto�_952_ r7 p� TELEPHONE: (916) 538-7541 Fax: (2L,? flow r- FAX: (916) 533-2140 Re: Wireless Communication Facility Date: 3/10/98 A.P. No. 030-010-006 Permit #98-0250 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [x] Other: - Special Inspection Policy Sheet Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested [x] Submit additional calculations as requested [ ] Return originally submitted material Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 P.M. and 4:00 P.M.. Sincerely, George R. Kellozunicaetion.Corp. Plan Check Engi cc:' Attn: Chie Sabre Co P.O. Box 658 Sioux City, CA 51111 Attn: Allen Anderson Advanced Design Group, LLC P.O. Box 1892 Bakersfield, CA 93302 PLAN CHECK LIST E Permit Applicant: Communication Systems Development Date: 3/10/97 A ' 6-A/ 1� Permit #98-0250 �� D t : P � I -o Jfs Plans for the above referenced project were reviewed by this office. Please provide additional information and/or make revisions to plans, specifications, or calculations as follows: Provide details for the following: s7 r__a•- gF cta 0--) r2w,1 pj�--P. C3TI+iV 5- . 1.1 ower section connections, including flange plates and welds, include geometry and dimensions. Meet the requirements of the special ' ection policy sheet ched. Provide structural observatio the foundation avatio and installat' as re mmended b ee projec eotech 'cal Repor . Indicate the me o aures of the eci spectors you inte to use. Th inspectors must be approved by the Butte County Building ivision. Welding special inspection of fabrication plant welds is not required if fabrication plant meets the requirements of Section 1701.7 of the Uniform Building Code (UBC). One form of acceptance would be ICBO certification of the fabrication facility. P @Y4dL5two additional sets of plans for the Equipment Shelter, only one has been supplied so far. 4. Provide the remaining items requested on the Permit Application Data Form which include: Sign the permit application. P5.2) ovide Contractor License information and Certification of Workmans ompensation Insurance or complete the Owner -Builder Declaration. %age 6 of the tower structural calculations show combined stress ratios greater than 1. A maximum of one is expected. Please explain why these higher values are acceptable or revise the design to lower stresses. q0Provide the engineering relationships behind the foundation calculation results for both the caisson. 2 • For the caissons: How is the ultimate skin friction of 1400 psf ob d? How is the allowa a vertical resistance shown as 281 kips obtained? a maximum compression per leg is given as 294 kips. How is this compression oad dealt with? County soils in show the area of the site as having the potential for expansive soil. Please hav a engineer that performed the geotechnical study of the site address this issue provide recommendations as necessary. r o T: c (i N 1 f KL 1 N v0<—( 4 &T(V o v S41 V F(kc--TLO N Oa A-vS S v �� e�2t. I�c� - 2 t Z . !4 MOAA �A� rn2,, 61U, NAM 3 mmunication Syste evelopment, Inc 1755 West Hammer Lane, Suite 12 Stockton, CA 95209 Fax: (209) 951-5845 Re: Wireless Communication Facility A.P. No. 030-010-006 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [x] Other: - Special Inspection Policy Sheet Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested [x] Submit additional calculations as requested [ ] Return originally submitted material BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OFLQYILLE. CALIFORNIA 95965-3397 TELEPHONE: 153&7541 FAX: 1949► 53:-2140 S30 Date: 6/8/98 Permit #98-0250 Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 P.M. and 4:00 P.M.. Sincerely, George R. Kellogg Plan Check Engin cc: Attn: Chi king Lee Sabre Communication Corp. P.O. Box 658 Sioux City, CA 51111 Attn: Allen Anderson Advanced Design Group, LLC P.O. Box 1892 Bakersfield, CA 93302 1 LAND OF NATURAL WEALTH AND BEAUTY mmunication Syste evelopment, Inc 1755 West Hammer Lane, Suite 12 Stockton, CA 95209 Fax: (209) 951-5845 Re: Wireless Communication Facility A.P. No. 030-010-006 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [x] Other: - Special Inspection Policy Sheet Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested [x] Submit additional calculations as requested [ ] Return originally submitted material BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OFLQYILLE. CALIFORNIA 95965-3397 TELEPHONE: 153&7541 FAX: 1949► 53:-2140 S30 Date: 6/8/98 Permit #98-0250 Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 P.M. and 4:00 P.M.. Sincerely, George R. Kellogg Plan Check Engin cc: Attn: Chi king Lee Sabre Communication Corp. P.O. Box 658 Sioux City, CA 51111 Attn: Allen Anderson Advanced Design Group, LLC P.O. Box 1892 Bakersfield, CA 93302 1 PLAN CHECK LIST 0 Permit Applicant: Communication Systems Development Up Dated: 6/8/97 Permit #98-0250 Plans for the above referenced project were reviewed by this office. Please provide additional information and/or make revisions to plans, specifications, or calculations as follows: 1. Provide details for the following: 1.1) Tower section connections, including flange plates and welds, include geometry and dimensions. One tower section has been provided. Please provide all sections. 2. Meet the requirements of the special inspection policy sheet attached. Provide structural observations of the foundation excavation and installation as recommended by the project Geotechnical Report. Welding special inspection of fabrication plant welds is not required if fabrication plant meets the requirements of Section 1701.7 of the Uniform Building Code (UBC). One form of acceptance would be ICBO certification of the fabrication facility. 3. Provide the remaining items requested on the Permit Application Data Form which include: 3.1) Provide Contractor License information and Certification of Workman Compensation Insurance or complete the Owner -Builder Declaration. 4. Provide the engineering relationships behind the foundation calculation results for both the caisson. For the caisson: The maximum compression per leg is given as 294 kips. How is this compression load dealt with? Note the Geotechnical investigation does not allow combining skin friction and direct bearing. The report says to use one or the other. Ref.: Geotechnical Engineering Report for ATS Site csBU-212 Richvale, CA dated December 2, 1997 by Robert Young & Associates 2 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required priD to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resuma nd other information may be requested to verify the qualificatios and certification of the special inspector. 7. Special inspectors shall submit reports to theBuilding Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall furnish inspection reports to the building officiahnd the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and speifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made afterpermit issuance shall be approved by the Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Buie County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: []Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry []High Strength Bolting (]Welding [(]Bolts installed in Concrete [e]Other: fo-o-i tom +'+STA-,L� I v� �. C46 -II 0 0o- � STeEL TbvL�� /q l hQZwhCtK- Oat--5C-GC--T1=— June 19% 4.0 efrMw COMMUNICATION BUILDINGS OF AMERICA, INC. Contractors Lic. 455726 Manufacturer Lic. 90136 Dealer Lic. 92716 Job 9303-5 Sh 1 of 41 7/17/9' Sec revised 8/3/93 Sec reviewed 4/22/94 Sec ENGINEERING CALCULATIONS FOR 10', 12', & 13' WIDE STANDARD BUILDINGS TABLE OF CONTENTS Page Date Table of Contents 1 8/3/93 10' Wide Building - Normal Loading 2-6 7/17/93 Rafter 2 Header 3 No Header 4 Floor Joist 5 Skid 6 12' Wide Building - Normal Loading 7-11 7/17/93 13' Wide Building - Normal Loading 12-16 7/17/93 All Buildings - Plate Splice 17 8/3/93 All Buildings - Tie Down Plate 18-19 7/17/93 Diaphragm Dimensions - Limit By Ratio 20 7/17/93 Maximum Building Length - Limit by Roof Shear 21 7/17/93 Data and Formulae for Shear Wall and Hold Down Calculations 22 7/17/93 Weld Size for Anchor to Skid, HD5's & HD6's'"" 23 7/17/93 End Shear Walls and Hold DownsoQVHS/pN�! 24-32 7/17/93 Side Shear Walls and Hold Downs �c�� E, CR �� 9�� 33-35 7/17/93 Rigid Frame and Connections �J� 36-38 8/2/93 Chord Tension in Rim Rafter f ,�; ��, � 39 8/3/93 Wall Section No. 14295 7D b 40-41 8/2/93 Foundation Calculations ( Addendum) * 1-2 CIVIC. �Q 9TF OF CAO4 CRABTREE ENGINEERING 510 Garcia Avenue Samuel E. r tree, P Pittsburs CA. 94565 510-427-2320 RCE 14295 , Exp 3/3 1/0 1 Antioch Marina Industrial Park P.O. Box 769 •. Antioch, CA 94509 (51 0) 754-7633 • FAX (51 O) 7547695 Communications Buildings of America Job 9303-5 sh 2, of Q-) 10' Wide Building - Rafter Calculations 7/17/93 sec spacing 8 LLv 112.406 6 Hem -Fir #2 (degrade to #3) = E := 1.2.10 -psi in Fv := 75 -psi Fb := 675 -psi Fcp :- 405 -psi 24 b := 1.5 -in span L := 10 -ft hcent hend := hcent - .25L spacing 2x6 rafters q 5.5•in F4.25 q q 2 12 2x8 rafters 7.5•in hend = �6.25]-in 16 W := spacing := w q 1 Bending controls q 2x8 2x6@12" 2 sf I 6• in wl :_ • ft 2x8@12" 3 sf 8 -in i,q spacing 12• in i 16• in 24• in sheathing w2 := 4.125-psf Total Dead Load DL = wl + w2 i,q i,q Live Load Allowable determined by: 2• Fv• 2• hend • b• 1 .251 shear q LLv - DL i , q 3• L• spacing i , q L i bending LLb _ i,q 2 8• Fb• b• hcent • 1 .25 q 2 L • spacing '6 i - DL - 2-psf i,q CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 2x6 2x8 P 6 151.25 224.25 spacing 8 LLv 112.406 167.156 = 12 = 73.562 110.063 in 16 psf 54.141 81.516 24 34.719 52.969 6 74.953 146.0781 spacing 8 LLb 54.684 108.0271 = 12 = 34.414 69.977 in 16 psf 24.279 50.951 24 14.14.5 31.926 Bending controls all spacing, 2x8 & 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications 'Buildings cT America rf r% 10, Wide SUi l di.^,o - Header Calculations 7/ IL 7 / V3, sec rev 4/2271/041 sec 6 Her: -Fir 42 E 1 . 2 • 10l ' psi Fv 75 -Psi. Fc 675 • psi Fcp 4(_;j5 -psi Sheathing Ze. =iberglass load w1 4.125•psf Rafter Load (2:;8ia6") w2 . = 4 • psf Dead Load DL w1 + w2 DL = 8.125•psf Building Width W := 10•ft Design Live Load LL i A . = S . = 2::8%d 6" 146 sf k k G I ieje • osf 4x4 4::6 4x8 4:; 10 12. 25 • si 19. 25 • si 25.35 • si .;. 2.37 5 • si 3 34•osf 7. 146 • ci i 12" 16" 24" 2x6@ 6" 69 •osf 50 •osf 31 •osf 74 • osf ' 17.646-ci 30. 661 • ci 49.911 ci 8" 12" 16" 24" 54 • osf 34•osf 24 • osf 14 sf Header Span determined by Sh_ar = Lv by bending = Lb a•A •Fv k,8•Fb•S Lv i,k 3 + DL]'W Lb ._ i i , E•: _ W - LL h�L Header Size 4 4x6 4::8 4::10, rafter size[dspacing 2;: Sid 6" 1.444 2.27 2.992 3.817 8" 1.664 2.615 3.447 4.398 12" ''.042 3.21D9 4.23 5.396 16" 2.352 3.696 4.872 6.216 24" 2.867 4.505 5.938 7.577 2x, 6@1 6" Lb = 1.979 _.11 4.099 5. 23 . f t 8" 2.275 3.575 4.71.3 6.013 12" 2.763 4.342 5.723 7.302 16" 3.164 4.972 6.554 8.361 2411 3.B12 5.991 7.897 10.075j 2:8L 6" 0.795 1.249 1.645 2.1r_,11 8" 1.055 1.658 2.18.1 2.788 12" 1.588 2.496 3.287 4.198 16" 2.108 3.312 4.361 5.57 24" 3.131 4.92 6.479 8.275 2-.6 Cd 6" Lv = 1.492 2.344 3.087 3.942 • f t 8" 1.972 3.099 4. 08 5.211 12" 2.90e 4.57 6.018 7.685 16" 3.813 5.992 7.891 10.078 24" L5. 537 8.75:51 11.458 14.633 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-232ii5 RCE 14295, E::p 3/31/97 Communications Buildings of America Job 9303-5 sh 4 of 41 10' Wide Building No Header Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir #2 (2X lumber) E := 1.2*10 -psi Fv := 75*psi Fb := 650•psi Fcp := 405 -psi Sheathing & fiberglass load wl := 4.125•psf Rafter Load (2x8@6") w2 4•psf Dead Load DL := w1 + w2 DL = 8.125•psf Building Width W 10 -ft Design Live Load LL j A := S 2x8@ 6" F31.psf 6 sf k k 8" 8• sf double plate 10.5•si 2.626•ci 12" • s triple plate 15.75 si 3.939 ci 16" • sf 0• si 0• ci 24" 0• si I 0• ci 2x6@ 6" 74 sf 8" 54 sf 12" 34 sf 16" 24• psf 24" 14 P s_f f Header Span determined by Shear = Lv 4•A •Fv k Lv ._ j,k 3. ILL + DC1 • w L J i Top Plate rafter size@spacing 2x8@ 6" 811 12" 16" 24" 2x6@ 6" Lb = 811 12" 16" 24" Lb j,k double triple by bending = Lb 10'Fb-S k W ALL + DL1 L j J 11.528 14.119 0 0 0 13.281 16.266 0' 0 10.85 16.297 19.959 0 0 12" 18.772 22.991 0 0 0 22.881 28.023 0 0 32.516 15.793 19.342 0 0 -in 18.158 22.239 0 0 22.051 27.007 0 0 0 25.251 30.926 0 0 20.282 30.427 37.265 0 0 12" 2x8@ 6" 8.175. 12.263 0 0 8" 10.85 16.276 0 0 12" 16.337 24.506 0 0 16" 21.677 32.516 0 0 24" 32.204 48.307 0 *0 2x6@ 6" Lv ffi 15.342 23.014 0 0 in 8" 20.282 30.423 0 0 12" 29.911 44.866 0 0 16" 39.222 58,.833 0 0 24" L56.949 85.424 0 0 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 ' Communications Buildings of America Job 90=-5 =.h 5 Q=• 4- J 10' Wide Building Floor Joist Calculations 7/17/9= sec Hem-Fir Fv 75-psi Fb 725-psi Fcp 405-psi 6 E := 1.2.10 -psi Three equal span continuous Skid member flange width (bearing length) 1 := 1.885-in floor joists 2::4 h 3.5• in b 1.5-in sheathing w2 := 4.125-psf 10' wide building span L := 3.17•ft spacing 1.5•plf i wl := 6-in i spacing 8-in j 12-in DL wl + w2 + 1 •psf DL 16-in i i i Live Load Allowable as determined by psf 8.125 2•10•Fv•h•b 7.375 shear LLv ._ - DL 6.625 i 3•6•L•spacing i 6.25 i ls��•Fcp•1 •b bearing LLcp ._ - DL i 11•L-spacing i 2 i 10•Fb•b•h bending LLb - DL i 2 i 6•L -spacing 77.i 384•E•b•h deflection LLd - DL 12.5.360—L -spacing �6 267.9 648.679 spacing 8 LLv 199.644 LLcp 485.228 12 = 13i.388 = 321.777 in ib psf 97.259_ psf ;40.051 6 360.126 .190.071- spacing 90.071spacing 8 LLb 268.814 LLd .41:272 = 12 = 177.501 = 292.473 in 16 psf 131.844 psf -18.074 " shear is critical at all spacings CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 44295, Exp 3/31/97 CofnMUn i cat i on s iLlIid1-noE5 -o+ Hm.er-i ca 000 h_,W:-._! SI'1 0 07 1��' Widje Suilding S:::d Calculations 7: 11!9: sec Mild Steel FY =6-ksi Fv .4•Fy Fv = 14.4•ksi E := 29-113 • ksi Fb . _ .66-FY Fb = 2.3..76 • ksi 5" Channel 9.0 plf As 2.6.3•si Aw .325.5'si Aw = 1.625•si 4 H 5.0-in S 3.5-in I 8.8-in Longitudinal interior members - perpendicular to floor joists tributary width W := 3.2'ft Worst standard case - 2-4 floor joists Id 6" DL := 8 • psf LL := 265•psf w := (LL + DL) •W w = 87.3.6•plf w LL•W w = 848•plf LL LL 4-Aw-Fv L L = 35.714-Ft vma:: 3 • w vmaX 8•Fb•S L . = L = 7.966 • f t bmax w bmax 1 J 384•E-I L I L = 7.67.9-ft dma- 5-w 60 dma:; L LL I L if�Vmalll L ,L .L L = 7.966-ft bmax vma:: bmax L if `L ! L ,L,L 1 L = 7.639•ft L dma:; dma:; J w•L R . = R = 3.3.36. 898 • l b end 2 end R .= 2•R R = 6673.797.10 cent end cent This is a worst case standard building, 10' wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check: of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Fittsbura CA 94553 51�ED-427-232ki rce 14295, Exo 3/•31 /97 Communications Buildings of America .yob 4 ;:';_;-` _h of 4-� 12' Wide Building,- Rafter Calculations 7/17/93 si=c I q 6 LLv Hem -Fir #2 (degrade to #3) E .= 1.2.10 -psi Fv := 75 -psi Fb := 675 -psi Fcp := 405 -psi b .= 1.5 -in' span L := 12•ft hcent ._ i 25•L q pend . = hcent 2 2x6 rafters 5.5 -in r4 i q q 2 12 j 2::8 rafters 7.5 in bend = L6_'in W := spacing := w ._ 2::6@12" ^•osf i 6 -in wl q i,q 2::8@12" 3— sf 8 -in i,q spacing 12 -in '6 i 16•in -7 i 24 -in 2::8 6 sheathing 116.875 w2 := 4.125•psf Total Dead Load DL .= w1 w2 86.625 132 i,q i,q 12 Live Load Allowable determined by: Rending controls all spacing, 2::8 & 2x6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exo 3/31/97 I—Fv'2•hend -8-1.25- b•1.2,5,shear shear I q LLv .= - DL i,q 3-L'soacing i,q i 2 8'Fb•b•hcent 1.25 q bending L"Lb ._ - DL - 2-psf i,q 2 i,q L 'spacing '6 i 2x6 2::8 6 116.875 177.375, spacing 6 LLv 86.625 132 = 12 = 56.::.75 86.625 in 16 psf 41.25 63.938 ^4 26.125 41.25 6 48.957 97.738 spacing 8 LLb 35.187 71.772 = 12 = 21.416 45.807 in 16 psf 14.5:1 32.824 24 7.646 19.841 Rending controls all spacing, 2::8 & 2x6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exo 3/31/97 Communications Buildings of America Job 9303-5 sh 8 of 41 12' Wide Building - Header Calculations 7/17/93 sec Hem -Fir #2 Fv := 75 • p s i Sheathing &fiberglass Rafter Load (2x8@6") Dead Load Building Width W rev 4/22/94 sec 6 E := 1.2.10 • psi Fb := 675 -psi Fcp := 405 -psi load w1 := 4.125-psf w2 := 4• psf DL := wl + w2 DL = 8.125•psf 12 -ft Design Live Load LL A S k k 4x4 12.25•si 7.146•ci 4x6 19.25•si 17.646•ci 4x8 25.35•si 30.661•ci 4x10 32.375• si 49.911' ci Header Span determined by Shear = Lv 4•A -Fv k Lv = j,k 3 � rj JLL + DLl • W L Header Size rafter size@spacing 2x8@ 6" 8" 12" 16" 24" 2x6@ 6" Lb = 811 12" 16" 24" 4x4 4x6 by bending = Lb 8•Fb•S k Lb j,k IW-[LLj + DL] 4x8 4x10 18.891 j 39.132 2x8@ 6" 29.942 21.677 8" 44.901 12" M -s 41.204 16" 69.297 34.298 24" 47.006 2x6@ 6" 51' sf 8" 37• sf 12" 24' sf 16" 17 sf 24" 10 sf by bending = Lb 8•Fb•S k Lb j,k IW-[LLj + DL] 4x8 4x10 18.891 29.686 39.132 49.927 29.942 21.677 34.063 44.901 57.287 30.868 26.221 41.204 54.314 69.297 34.298 29.913 47.006 61.962 79.055 28.406 35.79 56.241 74.136 94.587 24" 25.547 40.145 52.918 67.516 -in 29.243 45.953 60.573 77.283 54.757 34.658 54.463 71.791 91.595 56.177 39.19 61.584 81.178 103.572 59.922 46.141 72.507 95.576 121.943 48.756 2x8@ 6" 11.329 17.803 23.445 29.942 8" 14.916 23.44 30.868 39.422 12" 21.826 34.298 45.167 57.684 16" 28.406 44.638'• 58.783 75.072 24" 40.664 63.9 84.149 107.469 2x6@ 6" Lv = 20.719 32.558 42.875 54.757 -in 8" 27.147 42.659 56.177 71.745 12" 38.132 59.922 78.911 100.778 16" 48.756 76.617 100.896 128.856 24" X67.586 106.207 139.862 178.621_ CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buildings of America Job 9303-5 sh 9 of 41 12' Wide Building No Header Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir 1-1ML2 (2X lumber) E := 1.2•-10 psi Fv := 75' psi Fb" := 650' psi Fcp := 405' psi Sheathing & fiberglass load wl 4.125'psf Rafter Load (2x8@6") w2 4'psf Dead Load DL wl + w2 DL = 8.125•psf Building Width W := 1.2 -ft Design Live Load. LL J A := S 2x8@ 6" 748-sf k k 8" double plate 10.5'si 2.626•ci 12" triple plate 15.75-si 3.939'ci 16" 0• si 0•ci 24" 0• si 0- ciJ 2x6@ 6" 51' sf 8" 37 sf 12" 23 sf 16" 16' sf 24" 00' sf Header Span determined by Shear = Lv by bending = Lb 4'A •Fv k 10' Fb' S Lv k j , k 3' [LLj + DL] • W Lb j,k W• [LI,j + DLI J Top Plate double triple rafter size@spacing 2x8@ 6" x12.564 15.388 0 0 8" 14.417 17.657 0 0 12" 17.439 21.359 0 0 16" 19.895 24.366 0 0 24" 23.803 29.153 0 0 2x6@ 6" Lb = 16.991 20.81 0 .0 'in 8" 19.449 23.82 0 0 12" 23.418 28.681 0 0 16" 26.599 32.577 0 0 24" [45.834 56.136 0 0 2x8@ 6" 9.711 14.566 0 0 8" 12.785 19.178 0 0 12" 18.708 28.062 0 0 16" 24.348 36.522 0 0 24" 34.855 52.282 0 0 2x6@ 6" Lv = 17.759 26.638 0 0 -in 8" 23.269 34.903 0 0 12" 33.735 50.602 0 0 16" 43.523 65.285 0 0 24" X129.231 193.846 0 0 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buildings of America job y`, ;r.,'-` sh JQ c.+ 4—) 12' Wide Building Floor Joist Calculations 7117193 sac Hem it Fv := 75 -psi Fb := 725 -psi Fcp := 405'psi 6 E . = 1.2-10 ' psi Three equal span continuous Skid member flange width (bearing length) 1 := 1.385 -in floor foists 2x4 h 3.5 -in b 1.5 -in sheathing w2-.:= 4.125'psf 12' wide building -span L 3.6'ft spacing 1.5'plf i wl 6 -in i spacing 8 -in 12 -in DL w 1 + w2 + 1-psf DL 16 -in j i i Live Load Allowable as determined by 2.1��'Fv•h•b shear LLv - DL i 3.6•L•spacing I i i bending LLb ._ i bearing 10-Fb•b'h 2 6'L 'spacing i LLcp i - DL i psf S. 125 i 7.375 6. 625 1 6. 25 I 10 Fcp•1'b DL li'L'spacing i i shear is critical at all spacings CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94565 Samuel E. Crabtree 510-427-2320 RCE 14295, Exp 3/331/97 384,E b•h deflection LLd ._ - DL 12.5•360-L -spacing i [e] 6 234.931 570.227spacing LLv (174.917 LLcp 426.=89 _ 11 = 114.903 = 2S2.551in L, 6J psf _ 84.896 psf ;10.632_ 6 277.409 00.302 spacing 8 LLb 206.776 LLd 298.945 = 12 = 136.142 = 197.588 in 16 psf 100.825 psf 146.91 shear is critical at all spacings CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94565 Samuel E. Crabtree 510-427-2320 RCE 14295, Exp 3/331/97 Communications Buildings of America Job 9303-5 sh /i of 127 Wide Building Skid Calculations 7/17/9.= sec Mild Steel Fy := 36•ksi Fv :_ .4•Fy Fv = 14.4•k:si E .= 29.10 •k:si Fb ._ .66•Fy Fb = 23.76•ksi 5" Channel 9.0 plf As 2.63•si Aw .325'5 •si Aw = 1.625 •si 3 4 H 5.0 -in S 3.5 -in I 8.8•in Longitudinal interior members - perpendicular to floor joists tributary width W 3.6•ft Worst standard case - 2x4 floor joists @ 6" DL := e.125•psf LL := 235 • psf w := (LL + DL) • W w = 875.25 • p 1 f w LOW w = 846•plf Span by shear LL LL 4•Aw•Fv L . = L = 35.647 -ft vmax 3 • w vma;; Span by bending 8•Fb•S L L = 7.959 -ft bma- �� w bmax i Spar, by deflection 384 • E • I L - L = 7.645 -ft dmax 5-w • 360 + dmax LL L .= ifCL ; L ,L ,L L = 7.959 -ft vmax bmax vmax bmax L.= if i L '. L , L, L 1 L= 7.645 -ft L dmax dmax j Reactions for design of foundation w•L 3 R R = 3.346 -10 -lb end 2 end R 2-R R = 6691.667 -lb cent end cent This is a worst case standard building, 12' wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Marcia Avenue Samuel E. Crabtree Pittsburg CA 94553 510-427-2320 RCE 14295, Exp 3/31 /9'7 Communications Bui l d i nos of America job 93i%13-5 sh l Z of 4-1 13' Wide Building - Rafter Calculations 7/17/93 sec 6 Hem -Fir #e2 (degrade to 1.2-10 -psi ~ ry .= 75 -psi ;7b = 675'psl hcp .= 4635'pS4 b .= 1.5 -in span L .= 13'ft hcent ._ F. 25'L q rend .= hcent - 2::6 rafters 5.5 in (3.8751 G q [2,' 12 2::8 rafters 7.5'.in hend = ,5.875�'in W := spacing .= w q 2::6@12" 2' sf i q 6 -in wl 2::8@1'2" Z'osf e. in i,q spacing 1?'in i 16 -in 24 -in sheathing w2 .= 4.1-25-psf Total Dead Load DL . = w1 + w2 i,q Live Load Allowable determined by: F2'Fv•2'hend 'b•1.25 shear- I q LLv i - DL 3'L -spacing i,q 2 ?'Fb'b'hcent '1.25 q bending_ LLb ._ - DL - 2-psf i,q 2 i,q L 'spacing '6 i 2-6 2x e 61 103.654 159.3461 spacing 8 LLv 76'.709 118.478 = 12 = 49.764 77.611 in' 16 psf 36.292 57.177 24 22.82 36.743 6 40.217 81.486 spacing 8 LLb 28.632 59.583 = 12 = 17.046 37.681 in 16 psf 11.253 26.729 24 5.461 15.778 Lending controls all spacing, 2-e-& 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Fittsbura CA 94565 510-427-2320 RCE 14295, Exo 3/31/97 Communications Buildings of America Job 9303-5 sh 13 of 41 13' Wide Building - Header Calculations 7/17/93 sec rev 4/22/94 6 Hem -Fir #2. E := 1.2:10 psi Fv := 75 -psi Fb := 675 -psi Fcp := 405 -psi Sheathing & fiberglass load w1.:= 4.125..psf Rafter Load (2x8@6") w2 4•psf Dead Load DL- .:= wl + w2 DL = 8.125•psf Building Width W 13 -ft Design Live Load LL . j A S := 2x8@. 6" 81' 13sf k k 8" - s 4x4 4x6 4x8.. .4x10 2.25- si 19.25's' 7 46• ci .12" 17.6 6•ci 16" 30.661 ci 24" 49.911•ci 2x6@ 6" 37 sf 26' s 15 sf 40 sf! 25.35•si 32.375•si CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 8" 28' Psf 12" 17' Psf 16" 11' Psf 24" 1 5' Psf Header Span determined by Shear= Lv by bending = Lb 4•A •Fv .. k 8"Fb'S _ Lv ._ k j , k 3 -[LL r + DLl ' W Lb : _ j j j, k I W• rLL + DL� d L Header Size 4x4 4x6 4x8 4x10 rafter size@spacing 2x8@ 6" 19.992 31.415 41.41 52.834 8" 23.036 36.199 47.716 60.68 12" 28.096 44.15 58.197 74.252 16" 32.308 50.769 66.923 85.384 24" 39.247 61.673 81.296 103.723 2x6@ 6" Lb 27.206 42.752 56.354 71.9 -in 8" 31.401 49.344 65.044 82.987 12" 37.653 59.168 77.993 99.509 16" 43.157 67.817 89.394 114.055 24" L52.095 81.863 107.909 137.678 2x8@ 6" 12.687 19:937 26.255 33.531 8" 16.846 26.472 34.86 44.521 12" 25.059 39.378 51.856 66.226 16" 33.136 52.071 68.571- 87.5.74 24" 48.898 76.84 •101.189 129.231 2x6@ 6" Lv = 23:497 36.923 48.623 62.098 -in 8" 31.302 49.188 64.775 82.726 12" 45.006 70.723 93.134 118.944 16" 59.125 92.911 122.353 156.259 24" L86.154 135.385 178.286 227.692 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buildings of America 13' Wide Building No Header Calculations Hem -Fir 1#-2 (2X lumber) Fv := 75• psi Sheathing & fiberglass Rafter Load (2x8@6") Dead Load Building Width W double plate triple plate Fb load 13• ft A k 10.5• si 15.75• si 0• si 0• si I Job 9303-5 sh 14 of 41 7/17/93 sec rev 4/22/94 sec 6 E := 1.2.10 -psi 650•psi Fcp := 405 -psi w1 4.125•psf w2 4• psf DL w1 + w2 DL = 8.125'psf Design Live Load LL j S := 2x8@ 6" 81 sf k 8" 59' s f 2.626•ci 12" 3� 7•Psf 3.939•ci 16" I 26 sf 0• ci 24" 15' sf i 0•ci 2x6@ 6" 40• sf 8" 28 sf 12" X17• psf i 16" It 1lisf 24" Header Span determined by Shear = Lv 4•A •Fv k Lv = j , k 3' [LL + DL] • W Lb j Top Plate rafter size@spacing 2x8@ 6 8" 12" 16" 24" 2x6@ 6" Lb = 8" 12" 16" 2411 by bending = Lb 10•Fb•S f k j,k IW• FLL + DL I ! , 1 double triple 13.296 16.284 0 01 15.321 18.764 0 0 18.686 22.885 0 0 21.488 26.317 0 0 26.103 31.969 0 0 18.094 22.161 0 0 20.884 25.578 0 0j 25.042 30.67 0 0 28.703 35.153 0 01 34.648 42.434 0 0j 2x8@ 6" 10.875 16.312 0 0 8"• 14.439 21.659 0 0 12" 21.479 32.218 0 0 16" 28.402 42.604 0 0 24" 41.913 62.869 0 0 2x6@ 6" Lv = 20.14 30.21 0 0 8" 26.83 40.245 0 0 12" 38.576 57.865 0 0 16" 50.679 76.018 0 0 24" L73.846 110.769 0 0 in in CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 " Communications Buildings of America job 9303-5 sn/.Sof ¢/ 1•" W -i de Building Floor .joist Calculations 7/17/93 sec Hem -Fir Fv 75 -psi Fb 725 -psi Fcp 405 -psi 6 E 1.2.10 -psi Three equal span continuous Skid member flange width (bearing length) . 1 1.885 -in floor joists 2x4 h 3.5 -in b i= 1.5 -in sheathing w2 := 4.125-psf 13' wide building . span L := 4.2•ft spacing 1.5'plf i w1 ._ 6 -in 8•in 12 -in 16 -in j spacing i DL :=.w1 + w2 + 1 *psf DO Live Load Allowable as determined by 2' 10 ,Fv•h ib shear LLv - DL .i -OL-spacing j i bearing LLcp ._ i 2 it3'Fb•b•h bending_ LLb - DL i 2 j 6-L -spacing i deflection LLd ._ shear is critical at all spacings psf M 10-Fcp'1•b _ DL i 11•L -spacing i 384•E'b•h r 6 12.5.360-L spacing 2(7_)!_;-. 2ts8 spacing_ 6 LLv 148.875 = 12 = 97.542 in 16 psf 71.875 185.56 6 _ ''121.976 201.655 spacing 8 LLb 149.96 = 12 = 98.265 in 16 psf 72.418 shear is critical at all spacings psf M 10-Fcp'1•b _ DL i 11•L -spacing i 384•E'b•h - DL i CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5103-427-23203 RCE '14295, Exp 3/31/97 12.5.360-L spacing i 487. 606 LLcp 364.423 - 241.24 psf 1179.649 249.077 LLd 185.56 _ ''121.976 psf 903.201 - DL i CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5103-427-23203 RCE '14295, Exp 3/31/97 Communications Buildings of America Job b .4� 137 Wide Building Skid Calculations 7/17/9_ sec Mild Steel Fy . = 36 • k:si Fv . _ .4 -FY Fv = 14.4 ' k:si E := 29.10 'ksi Fb .66•Fy Fb = 23.76't:si 5" Cannel 9.0 plf 2 2 As 2.63 -in Aw .325'5'in Aw = 1.625 -in 2 3 4 H 5.0 -in S ...5'in I 8.8 -in Longitudinal interior members - perpendicular to floor joists tributary width W 4.0*ft Worst standard case - 2x4 floor joists is 6" DL 8'psf LL 210. 'psf w := (LL + DL)•W w = e72'plf w. LL•W w = e40—plf LL LL 4-Aw-Fv L . = L = 35.78 'f vmax _ ' w vma:: 8 Fb S L .= L = 7.974-+t bm� w bma:: 1 =84•E'I L L = 7.664 -ft emax 5 • w360 dmax LL L := L w' L R R = 3 41.327'lb end 2 end R 2•R R = 6682.655•lb cent end cent This is a worst case standard building, 13' wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check: of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94553 510-427-2320 RCE 14295, Exp 3/31/97 communications B!_..n:ngs of America job s;h c4-4-1 All Width Buil Ings - Plate SPlice Calc= 7/11!93 sec r e!i set S/3/93 Sem b Hem -Fir stud grade E := 1.2-10 " ps4 Fc := 500 -psi psi Ft := 375 -psi 16d Nail Lateral Load p .= 122•1b (Table 12.3B NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - 1991 EDITION) 2x4 cross sectional area 2 A .= 5.25•in Maximum Compressive Load in 2x • (tension is less) f C .= FaA _ C = 2.625-10 lb Required number ^< nails iC RI _ N - 21.516 Use N - 22 P -cngym of Lap Slice L .- 4.^. in Sp a•=1 i 'o7 pairs �`1 rs oS a_ 1 s Nails 2-2. L - (2-2-in) Chord Splice 2x6 cross sectional area 2 A .= 2.2.c.. in Maximum tension Load in 2x6 C. .= Ft -A-1.07, - C = 4.115-10 • l b Required number cf nails C N - N _ __.727 Use N __ P ONLY 2% UNDER: - OF.. Length of Lap Splice L 4e•in Use 11 rows of _ nails on each side CRABTREE ENGINEERING 510 H Sarcia (-`venue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Emm 3/31/97 job 9303-5 sig ) $ of 7/17/9: sec 7 Communications Buildings of America Tiedown plate Calculations Mild Steel Fy . _ =6' ksi Fv . _ . 4 • Fy Fv = 14, 4 • k:si E 29-10 ' k:si Fb .66'Fy Fb = 2=.76'k:si Design Wind Load p := 56'psf (110 mph) Maximum Building Height H 11-+t Thrust on Building F p'H P = 616'plf H Z. lb Overturning Moment OTM . = r • - OTM = 3.388-10 ' f t ' — ` f+ Width of Building (narrowest is worst case) W 10•ft Required righting moment RM .= 1.5-OTM _ lb Rpt = 5.062•10 ft'— ft Dead load of building_ DL 2 -0 -psi -10 -ft + 6'psf •11'. _) DL = 212•plf Righting moment due to Dead Load W _ lb RM . = DL-- hit = 1.46-10 --Ft-- DL t -- DL 2 DL +t Required righting mcment from ti edowns RN . = RI i - RN 3 lb TD DL Ri. _ 3.622.10 'ft'— TD ft CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94553 510-427-2320 RCE 14295, Exp 3/31/97 Job 9303-5 s )`3 of 41 7/17/9= sec Communications Buildings of America Tiedown'plate Calculations (cont) Ti.edcwn spacing Sp 4.25 -ft May be achieved by spacing tiedowns evenly at 4' (ma;:) apart, or by placing two tiedowns every @' 6" (ma::), the pair spaced (min) apart. Force to Tiedowns RM TD F -Sp F = 1.539 -kip W Moment in Ti edown Plate TDm 1.5•in•F _ Tum = 2.309-10 Bending stress in plate Allowable 23.76-ksi TDm-6 lb := fb = 19.704*k:si (3.5 - .6875) 'in, (.5 -in) Shear in Tiedown Plate TDv := F TDv = 1.539 -kip Shear stress in plate Allowable .= 14.4-ksi TDv iv .= fv = 1.095 -ksi (3.5 - .W75)•in•.5•in Tension in Anchor Boit Allowable := 1.5 -kip ABt (F) ABt = 1.539•kip Check shear on Tiedowns (same for bolts from floor to skid) Total shear force per bolt Fv P•Sp Fv = 2.618 -kip Allowable := 2.75•kip CRABTREE ENGINEERING 510 N Garcia Avenue Samuel E. Crabtree Pittsburg CA 94553510-427-2320 RCE 14295, E::o 3/31/97 � J 4• lrl 0 7 Ll a .0 Ol •.+ U l Lrl Ul aJ rG rtj L t' 1 El rG EP M. 3 ni r`! r L i1 •-, L C L1 r• aI rG e4 Ul -p L �-, 0 Ili u C V 0 S_ -1-4 a3 n; In ? u C ., N -0 aI R E_= � <1 4j -+ } Ut c a; Ul 0 Z U' 1•l c -+ 17'31 • r. S_ C 'Cl 0 •.+ -+ C U 1 E • •-+ 47I U, J r,i.0 Ul L 0 Q .O U7 -t ni C'•7 .la., 'rj tr 0 a7 u -, E C :j 0 E 4J E C C -0 0 ., O ti u u I— .L 4-1 U o •1J 4-1 1711 1.1 E N t-) -0 0• -+ It I- U+ +t [fl C'•7 r• •-+ 07 +6 • + f"7 tt U7 h CA L 4• .. L r_f'7 C'l CJ f`1 C'•7 l`•J� --+ CL �} •-+ II G .N 3 .0 G 014-) •.+ 4 - al ' q CP 1 4- c 3 C '0 2 h U7 CO U7 0• 07 D r-, lm . . -i J it iL a1 . 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W LD :j Ix x•N a, 4J uCL Job 9303-5 sh 21 of 41 7/17/93 sec rev 4/22/94 sec Communications Buildings of America Shear Calculations - 10', 12; & 13' wide buildings - Roof Hem -Fir Framing lumber - Group IV factor f := 0.65 5/8" sheathing, both sides, 10d" @ 6", nominal 2" edge framing Case 1 Application UBC Table No. 25-J-1 av := 425-plf allowable v := 2-av•f v = 552.5-plf Height of Building BH 8.5 9.0• ft 9.5• ft 10.0• ft 10.5' ft 11.0• ft Width of Building = depth of roof diaphragm W i r10• ft 12• ft 13-ft� Design Wind Pressure (110 mph) p := 56.0•psf Allowable length of building (as controlled by shear in roof) Width 4•W •v 10' 12' 13' Building i L 46.429 j , i p' BH 43.849 j 41.541 L = 39.464 37.585 35.877 CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94565 510-427-2320 Samuel E. Crabtree RCE 14295, Exp 3/31/97 Height 55.714 60.357 8.5' 52.619 57.0041 9.0' 49.85 54.0041 9.5' 47.357 51.304I'ft 10.0' 45.102 48.8611 10.5' 43.052 46.641 11.0' Samuel E. Crabtree RCE 14295, Exp 3/31/97 Communication's Buildings of America Job 930:1-5 sh 2-Z of 7/17/9; sec Data and formulae for shear wall calculations "UBC Table No. 2=-G, Exposure D, 0-15 ft. high Ce .= 1.39 UBC Table No. 23-H, Method 2, less than 40 ft. tall Cq := 1.3 UBC Table No. 23-F q s 80 mph 116.4 sf 90 mph f (7.Rpo F;--2-:- 1O0 mph 5.f UFC Table No. 23-L, Special Occupancy Structures I := 1.O0 Design Wind Pressure p := Ce•Cq•gs•I [19.6351 80 mph p =17. 586 • psf 90 mph 6.2591 100 mph For end wall shear and hold downs Building Length = BL Building Height = SH Total Shear Wall Length = Sid Total Smear per end = V Unit Shear = v Uplift Force = For side wall shear and 'hold downs Building Width = BW Building Height = BH Total Shear Wall Length = SW Total Shear per side = V Unit Shear = v Uplift Force = F BL•BH•p BW•BH•p V 4 4 SW Allowable Shear for 5/8" CDX one side only DF edge nailing j HF ._ 2-DF •.65 6" =40 if 442 4" 51(0 if 663 3" 665 1f Allowable Shear for HF = 865 •plf 2" 87O•olf 11=1 Allowable Hold Down Load per HD2 .300 1b HDD 4665 lb HD6 6080 lb none 1000 lb CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2:20 RCE 14295, Exp /31/97 Communications Buildings of America Job _ 6,5,_ sh Z of L{- Weld size for hold down anchor to skid for HD5' s and HD6' s P = Permissable eccentric load in kips ,assume symetrical, then 1/2 to each.side 6. Sae P := ---kip P _ .04 -k:io 1 = length of each weld in inches l 2 -in a*i = e = eccentricity e (.325 + .25 + .96275)•in e = 1.544•in e a = 0.772 1 Special Case. Load not in plane of welds k QJ C from FISC. manual C .= (.278 - .72-(.278 - .244) )koi C. = 0.254 k:pi D = number of 16ths of an inch in fillet weld size P L' = D = 5. 596 C - i use 6/16" _ /B" fillet welds Width of 3/3" Plate = W e := (.325 + .25 + .96875) -in W .= e + (-.325 . .96675 + .25) -in W = 2.438• in CRABTREE ENGINEF_RING 510 H Garcia Avenue Samuel E. Craotree Pittsburg CA 94565 510-427-2320 RCE 14295, E=xo /31/97 Job 931-4,3-5 Sig o= 41 o;- America 7/17!93 sec Down Requirements (page 1) Design Wind Speed = 8i as h 129.63 psi) Total ictal Shear length Building per Shear Nall Unit Uplift Haiddcan Edge Pressure Height Height Length Length End In End Shear Farce required }tail in) (1:} (it) (i n) (plf} (I6} Spacing (in) r" 1259 2 b 504 4282 HD5 4 3 3 387 3293 HGZ b b 1417 2 b 561 4817 HDb 4 2 7 549 466! M 4 3 6 386 3284 P-32 b 6 1574 2 b 636 S52 HD6 4 2 11 540 4597 -HG5 4 4 1 365 3277 H:.'2 b b !732 2 b 693 5691 HGb 3 3 2 547 4648 KC; 4 4 b 385 3271 H%'2 6 6 1999 2 8 708 -Ml }?Db 3 3 546 45137 HD5 4 4 I1 324 32'36 2 b b 2046 2 !1 702 5964 HGb 3 3 9 546 4636 :i:�5 4 5 4 384 32�! r.�'2 b 6 :264 3 1 715 6075 3 4 i. 5u0 4587 HD5 4 5 9 393 325 H.02 b 0 1333 iD2 _ b� b I50B 2 7 591 4936 HDo 4 2 1! 514 071 HD5 4 4 2 356 3258 HD2 6 6 1667 2 7 645 5484 F,36 4 3 3 513 4359 HD5 4 4 7 364 3B9t Hut b b 1833 2 7 716 6832 HDb 3 3 7 512 4341 M 4 5 1 3bt 3066 HD2 b B 2680 3 B 667 5667 HDb 3 3 I1 511 4348 HOS 4 5 6 364 3691 M 6 6 2167 3 3 667 Sbbl HDb 3 4 3 510 4333 HD5 4 5 11 366 3113 HD2 6 0 2333 3 b bb) 5667 HDb 3 4 7 SB9 4321 M 4 6 5 364 3891. M b Samuel E. Crabtree 510-427-2325 RCE 14295 , Exp 3/31/97 Communications Buildings End Wall Shear and Hold D Wind wilding Building Building Build (psi) (f t} HtHin) (ft) (it)( 24.63 6.50 8 b 20.06 26 22.56 22 25.00 25 27.50 27 38.00 } 32.56 3. 35.00 35 9i 9 0 20.66 20 22,54 22 25.00 25 27.56 21 30.66 30 32.50 32 35.6, 35 CRA.BTREE ENGINEERING 51121 H Garcia Avenue Pittsburg CA 74565 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pi ttsbura CA 94565 510-4227-22=220 RCE 14295, E.- ;3 : /:_ 1 /97 Job 9_r.. —5 Sn --S o= 4.' Communications Buildings of America 7/1:/9: sec End Wall Smear and Hold Dot-in Requirements (pace 22) Design hind Speed = E.0 mph (29.63 psi) Total Total Shear Length hind Building Building Building Building per Shear Wal 1 Unit Uplift Holddoan Edge Pressure Height Height Lenoth Length End In End Shear Force Required )flail (psi) (f t) HtHin) Ht) (ft) (in) (lb) (f t) (in) (plf) (ih) Spacing (in) _ 9.50 9 6 20.00 20 0' 1407 2 9 512 4662 H06 4 2 I1 483 4584 HD5 4 4 1 345 3,274 H02 6 22.58 ?2 6 1583 2 9 576 5470 HD6 4 3 3 487 4628 H05 4 4 7 345 32E2 HD2 6 15.0: 15 6 '759 2 9 640 6078 H06 4 3 7 491 4654 'r.DS 4 5 1 346 3288 H02 6 17.56 27 6 1935 3 1 628 5963 H1.6 4 4 6 484 4596 H05 4 5 7 347 ;:93 HD1 6 3r.00 30 r"= 2111 3 4 633 60'7 HD6 4 4 4 487 4626 HD5 4 6 1 341. 3297 H02 6 3M55a 32 6 2c18I 3 I 658 600.) t1L'6 4 4 3 496 4656 H05 4 6 8 343 3259 H02 6 35. "0 35 0 2463 3 !1 629 597 HD6 4 5 1 4K 14 4605 MDs 4 7 2 344 3265 HD2 6 10.60 '0 0 20.00 10 0 :482 2 11 508 5079 HD6 4 3 3 456 4556 HD5 4 4 6 329 3192 HD2 6 22.56 22 6 1667 2 11 5.571 5714 HD6 4 3 7 465 4651 HD5 4 5 1 328 3279 H02 6 25AO 25 0 'B52 3 1 1601 6006 H96 4 4 0 463 4630 H05 4 5 8 327 3168 HD2 6 27.50 11 6 2037 3 5 596 5962 HD6 4 4 5 461 4612 HD5 4 6 3 316 3259 HD2 6 30.00 36 6 2222 3 B 606 6661 HD6 4 4 10 466 4598 H05 4 6 9 329 3292 HD2 6 32.50 32 6 2407 4 0 602 6019 HD6 4 5 2 466 466E HD5 4 7 4 328 3283 HD2 6 35.20 35 e 2593 - 4 4 598 5963 HD6 4 5 7 464 4644 HD5 4 7 11 327 3275 HD2 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pi ttsbura CA 94565 510-4227-22=220 RCE 14295, E.- ;3 : /:_ 1 /97 Job=i%;=;- Sh ? o` �--1 Communications Buildings of America 7!1:19:' sec End Wall Shear and Hold Down Requirements (page 3 Oesign Wind Speed = 80 mph (29.63 psi) Total Total Shear Length Wind jui!dinq Building Building 3uilding per Shear Nail Unit Uplik, Holddown Ed,e Pressure Height Height Length Length End In End Shear Force Required Hail (psf) HU (ft)(in) (ft) (it)(in) (lb) U (in) (p!f) Iib) Spacing (in) 19.50 16 6 20.80 29 0 1556 3 B 519 5445 hD6 4 3 7 434 4558 HOS 6 5 B 311 3267 HO2 6 22.56 22 6 1750 3 1 566 5965 'r.86 4 4 0 438 4594 'r.OS 6 5 7 313 3291 Hr'2 6 25.03 2 8 1944 3 5 569 5916 HO6 4 4 5 440 4623 ;TOS 6 6 3 311 3267 F..0" 6 27.50 27 6 2139 3 9 57r, 5989 HO6 4 4 10 443 4641 Hr'S 4 6 10 313 3257 Hr'2 6 JJ 0 2344 4 ! 571 60V luta 4 5 4 436 459'! H05 6 7 6 311 3267 402 6 32.50 32 6 2,520 4 5 572 6018 1416 4 5 9 445 4616 r'S 8 i 314 4234 rVi 6 35.'00 'J5 0 L'!22 4 573 6:18 Hr'6 4 6 2.41 4b 315 Mr'S 6 B 8 314 327: HJ2 6 11.96 11 9 29.09 20 8 !639 3 2 515 566! Hr'6 4 3 it 416 4577 HOS 6 5 6 2?6 4259 cO2 6 22.56 22 6 1833 3 4550 6550 4r'6 4 4 4 423 4654 HOS 6 6 2 297 3270 HA2 6 25.99 25 0 2937 3 9 543 5975 H."16 4 4 16 421 4636 HOS 6 6 19 298 3279 HO2 6 27.58 27 6 2241 4 1 549 6836 HO6 4 5 4 420 4622 HO5 6 7 6 299 3286 HO2 6 38.98 39 8 2444 4 6 543 5975 HO6 4 5 18 419 4618 HOS 6 8 2 299 3293 HO2 6 32.58 32 6 2646 4 18 548 6527 HO6 4 6 3 424 4661 HO5 6 8 t3 300 3298 HO2 6 35.90 35 0 2852 5 2 552 6872 H06 4 6 9 423 4649 HO5 6 9 7 298 3273 HO2 6 C RABTREE ENGINEERING 51EJ H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2=2!0- RCE 14255, E -p 71i31197 Job 930:Z.-5 Sn 17 of 4-1 Communications Buildings of America. 7/17/73 sec End l+lall Shear and Hold [)o::sn ReQuirements (page 4) Design Hind Speed = 98 mph (37.5? psi) Wind Building Building Building Building ictal iatai Unit Uplift Hoiddown Edge Pressure Height Height Length Length Shear Length Shear Force Required hail (psi) (ft) (ft)(in) (ft) (ft)(in) per Shear (plf) (lb) Spacing End Ball (i n) (1b) Ait) (in) 37.59 8.50 8 6 28.89 26 6 1598 2 b OR 5432 N06 4 1598 2 11 546 4656 HD5 4 1596 4 2 383 3259 HD2 6 22.59. 2: 6 1797 2 7 696 5914 HD6 2 1797 3 4 539 4583 HD5 4 1797 4 8 385 3274 H02 6 25.60 25 0 1997 2 16 705 5??l HDb 2 1997 3 6 545 462? HD5 4 1997 5 2 387 3285 HD2 6 27.58 27 6 21.97 3 1 712 1,056 H06 2 2197 4 1 538 4573 HD5 4 2197 5 8 368 3295 HD2 6 30.90 36 6 2396 3 5 751 591,2 HD6 2 2396 4 5 543 4612 HD5 4 2396 6 3 383 5259 H2 6 32.50 32 6 2596 3 ? 756 6819 , H:.-6 2 4 ? 3`7 4646 n05 4 2596 6 ? 365 32... l�D2 6 35.96 35 5 27% 4 1 685 5625 HH 2 2796 5 ? 486 4133 HD5 4 2796 7 3 366 3279 H02 6 9.55 9 3 20.86 29 5 1692 2 7 655 5893 HD6 4 1692 3 4 507 4567 HD5 4 1692 4 8 362 3262 H02 6 22.50 22 6 1983 2 18 672 6045 HD6 2 1993 3 9 507 4561 H05 4 1993 5 3 362 3262 HD2 6 25.56 25 6 2114 3 2 668 6699 HD6 2 2114 4 1 518 4669 H05 4 2114 S 19 362 3262 H02 6 27.50 27 6 2326 3 6 665 5981 HD6 2 2326 4 6 517 4652 H05 4 2326 6 5 362 3262 H02 b 39.00 3+0 6 2537 3 10 662 5957 H06 4 2537 4 11 516 4645 HOS 4 2537 7 6 362 3262 HD2 6 32.50 32 6 2749 4 1 673 6959 H06 2 2749 5 4 515 463? HD5 4 2749 7 6 367 3299 H02 6 35.90 35 6 2969 4 5 670 6932 HD6 2 2966 5 9 515 4633 H05 4 296E 8 1 366 3296 HD2 6 CRABTREE ENGINEERING 510 1-1 Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5 10-47.97-23^20 RCE 14'95 E:,!z = /-'". 1 /97 Job 9303-111 S Z8 c+ `T � Communications Buildings of America 7/17/93 sec End Wall Shear and Hold Down Requirements (page 5) Design Wind Speed = 90 aph (37.54 Ps-) )find Building Building Building Building Total Total Unit Upliit HolddGwn Edge Pressure Height Height Length Length Shear Lenath Shear Force Required Nail (psi) (ft) (f t) (in) (ft) (f0 (in) per Shear (plf) (16) Spacing End wall (in) (i b) (f t) (i n) 9.58 9 6 20.90 29 8 1796 2 18 638 5987 HDb 4 1786 3 8 497 4626 HD5 4 1786 5 2 346 3283 HD2 6 72.58 22 6 2809 3 2 634 6926 H06 4 2089 4 2 482 4588 HD5 4 2809 5 19 344 3271 HD2 6 25.90 2! 8 2232 3 6 630 685E H06 4 2232 4. 7 487 4626 HD5 4 22.32 6 6 343 3262 H02 6 27.50 27 6 2455 3 11 627 5955 H06 4 2V55 5 e 491 4665 H:,15 4 :455 7 1 347 3293 H12 6 30.08 38 6 2672, 4 3 63e 5987 HD6 4 2578 5 6 487 4626 HD5 4 267E 7 9- 346 3203 H02 6 32.58 32 6 2901 4 7 633 691= H: job 9:6-f'-5 Sn jcj of Al l ' Communications E'uildings of America 77/17/9.3 sec End Wall Smear and Hold down RegUirements (page 6) Design hind Speed = 96 mph (37.59 psi) Nind 8uiidinq Building Building Building Total Total knit Uplift Ho)ddoan Edge Pressure Height Height Length Length Shear Length Shear force Required Naii (psi) (f t) (it)(in) (ft) (it)(in) per :hear (plf) M1 Spacing End hall (i n) (W (i0 (i n) 16.56 16 b 25.30 26 6 1973 3 5 578 6065 H06 4 1973 4 6 439 4655 HD5 6 1973 6 4 312 32772 H02 b 22.50 22 6 2,713 3 11 567 5952 H06 4 2210 5 4 416 4371 H05 6 22:0 7 1 313 3291 H02 b 25.G0 25 0 2467 4 4 '• 567 5977 H06 4 2467 5 / 442 4.39 14E.5 6 2467 7 1) 312 3272 H02 6 27.50 27 6 2714 4 9 571 5M HD6 4 2714 6 2 440 4620 H05 6 271'. 6 9 313 3292 H02 6 33.0: 3B 9 296: 5 2 573 6016 H.-.6 4 296:3 6 5 444 4662 HD5 4 296u "r 6 312 3272 H02 6 321.50 `.L 4 3457 5 1 574 6031 F.06 4 32'A'7 7 3 442 45;4 H05 4 32n7 1: 3 313 3285 HD2 b 35.66 35 3 3454 b 6 576 6044 Hob 4 3454 7 16 441 4629 4D5 6 3454 771 6 314 3297 H2 6 11.80 11 0 26.06 20 0 2067 3 9 551 6065 HD6 4 2¢67 4 11 426 4625 H05 6 :067 6 11 299 SHE 77 02 6 22.5 22 5 2326 4 3 547 6620 H06 4 2326 5 6 423 4652 HD5 6 2326 7 10 297 3266 HD2 6 25.60 25 6 2554 4 9 544 5985 Hob 4 2584 6 2 419 4610 •HD5 6 2584 8 8 298 3286 HD2 6 27.56 27 6 2843 5 2 550 6652 H06 4 2843 6 9 421 4633 H05 6 2843 9 6 299 3292 H02 6 36.06 36 6 3101 5 8 547 6026 HD6 4 3161 7 4 423 4652 HOS 6 3161 16 5 298 3275 HD2 6 32.56 32 6 3368 6 1 552 6675 HD6 4 3360 8 6 426 4619 HD5 b 3360 I1 3 299 3285 H02 6 35.06 35 a 3618 6 7 556 6045 Hob 4 3618 8 7 422 4637 HD5 6 3618 12 1 299 3294 H02 6 CRABTREE ENGINEERING 5111 N Garcia Avenue Samuel E. Crabtree F i ttsbUrg CA 94565 511_;-427-2222 "a RCE 1-4^Q5., Ex o = i 1 /97 Job 9 t=;=-5 5h SO o= 4-1 Communications Buildings of America 7/17/9._ sec End Wall Shear and Hold Down Requirements (pave 7) Design wind Speed = 186 mph Total Total Shear Length Edge Wind Building Building Building Building per Shear Unit Uplift Nail Pressure Height Height Length Length End Nall Shear Farce Heiddawn Spacing (psf) (ft) (f t) (i r.) (f t) (ft) (in) (lb) (ft (in) (plf) (1b) Required (in) 46.26 8.59 8 6 20.80 29 B 1966 2 9 715 6077 HD6 3 1966 3 7 549 4.464 HD5 4 1966 5 1 387 3287 HD2 6 22.56 22 6 7212 3 2 698 5937 H06 3 2212 4 1 542 460= F.D5 4 22212 5 "r 3.;5 3272. HD2 6 25.96 25 8 2458 3 6 762 5968 HD6 3 2458 4 6 546 4642 HD5 4 2458 6 4 388 3218 HD2 6 27.50 27 6 2703 3 10 755 5994 H06 3 2703 5 6. 541 4596 H05 4 2743 7 0 386 3283 HD2 6 38.00 30 0 2949 4 2 708 6916 F.Do 3 2949 5 5 544 4628 HD5 4 2949 i 8 395 3270 K2 6 32.53 32 b 3195 4 b 713 6035 HDb 3 3195 5 10 548 4657, HD5 4 3195 8 3 3887 3292 HD2 6 35.00 35 g 3441 4 16 712 6051 Hi,16 3 ,,441 6 4 543 4618 HD5 4 3441 8 i1 386 3280 HD2 6 6 9.55 9 0 20.30 20 3 2952 3 1 675 6676 HD6 3 2582 4 1 510 4588 HD5 4 2882 5 9 362 3258 HD2 6 22.56 22 6 2342 3 6 669 6022 HD6 3 2342 4 7 511 4599 HD5 4 2342 6 5 365 3295 HD2 6 25.00 25 5 2602 3 11 664 5979 HDb 3 2602 5 1 512 4681 HD5 4 2682 7 2 363 3268 492 6 27.50 27 6 2862 4 3 673 6861 HD6 3 2E62 5 7 513 4614 HD5 4 2862 7 10 365 3289 HD2 6 38.89 36 6 3123 4 8 669 6022 HDb 3 3123 6 1 513 4620 H05 4 3123 8 7 364 3274 HD2 6 32.56 32 6 3383 5 1 665 5989 HD6 3 3383 6 7 514 4625 HD5 4 3383 9 3 366 3291 Hut 6 35.88 35 6 3643 5 5 673 6853 HD6 3 3643 7 1 514 4629 H05 4 3643 18 8 364 3279 H02 b CRABT•REE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Job sh 3 of Communications BUildinas of America 7/17/93 sec End Wall Shear and !-Told Down Requirements (page G'- Design )Design Hind Speed = 100 nph Total Tota' Shear Length Edge ,hind Building Building Building building per Shear Unit Upiiit Hail Pressure Height Height Length Length End Val' Shear Force Holddoyn Spacing (psi) (i t) (it) (in) (i t) (i t) (in) (lb) (it (i n) (p1i) (1b) Required (in) 9.58 9 6 23.80 20 0 2197 3 6 626 5964 HD6 4 2197 4 6' 488 4639 HD5 4 2197 6 4 347 3296 HD2 6 22.50 22 6 2472 3 11 631 5996 H06 4 2472 5 1 486 4,629 HD5 4 2412 7 2 345 3277 HD2 6 25.60 25 u 2747 4 4 634 6622 4D,6 4 2747 5 8 465 4605 H05 4 2747 7 11 37 3296 HD2 6 27.Zf 27 b 3021 4 9 636 6.543 HD6 4 3021 6 2 430 4655 HD5 # 3021, 8 9 345 3283 HD2 6 30.00 30 r 3296 5 2 638 60;0 HD6 4 3296 6 5 488 4637 H 0 5 41 32% 9 6 347 3296 r.02 6 ._.: 32 6 3511 ; 7 640 6z.",-.HD6 4 3571 7 4 497 4626 r;95 4 357' 10 4 346 3283 HD2 6 35.00 35 8 3845 6 1 632 6005 H56 4 3845 7 '0 491 .664 HD5 4 3845 11 1 347 3296 HD2 6 6 10.0E 10 0 28.80 20 0 2313 3 18 603 6334 HD6 4 2313 5 8 463 4626 H05 4 230 'r 1 327 32,65 HD2 6 22.50 22 6 2602 4 4 690 8055 HD6 4 2602 5 7 466 4661 H05 4 2602 7 11 329 3=197 H02 6 25.00 25 0 2B9i 4 19 598 5982 H06 4 2891 6 3 463 4626 HD5 4 2891 8 10 327 3273 HD2 6 27.59 27 6 3189 5 3 606 6058 HD6 4 3180 6 19 465 4654 HD5 4 3189 9 8 329 3M HD2 6 38.00 38 0 3470 5 9 603 6834 HD6 4 3479 7 6 463 4626 F05 4 3478 10 7 328 3278 H02 6 32.56 32 6 315? 6 3 631 6014 HD6 4 3759 8 1 465 4650 H05 4 3759 11 5 329 3292 HD2 6 35.00 35 0 4048 6 8 607 6612 HD6 4 4048 8 9 463 4626 HIM 4 4048 12 4 328 3282 H02 6 CRABTREE ENGINEERING 510 ti Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 142'9` 1 E:,p 3/?1 /97 JOb 9:0:-5, & + 4q Communications Buildings o4 America 7/17/9.3 sec End l=tali Shear and Hold Down Requirements (page 9) Desi^n wind Speed = 10i mph Total Total Shear Length Edge Wind Building Building Building Building per Shear Unit Uplift Nail Pressure Height Height Length Length End hail Shear Farce Helddonn Spacing (psf) (f t) (ft) (in) (f t) if t) (in) Qb) (ft (i n) (plf) (1 b) Required (in) 13.53 18 6 28.08 28 8 2429 4 3 571 6668 H06 4 2429 5 6 442 4637 HD5 6 2429 7 9 313 3298 HD2 6 22.58 22 6 2732 4 9 515 60ai 406 4 2732 6 2 443 4652 4D5 4 2732 B 9 312 3279 HD2 6 25.68 25 0 3036 5 4 569 5977 u-.16 4 3836 6 " 18 444 4665 H"15 4 3336 9 8 314 329E Hut b 27.50 27 6 3339 5 19 572 6811 H06 3339 1 7 448 X624 'D5 6 3339 10 E 313 3267 k02 6 38.83 3s i 3643 6 4 575 6848 ru6 4 3643 8 3 442 4637 HD5 6 3643 1l 8 312 3279 M 6 32.5? 32 6 3947 6 18 57E 6064 'r.06 4 3947 6 11 443 4647 i:u5 4 3947 12 7 314 3293 Nut 6 33.20 35 c 4250 7 5 573 6x17 Hub 4 4258 9 7 443 4657 HD5 4 4253 13 7 313 32E5 Ei%2 b 6 11.08 11 0 29.08 20 8 2544 4 8 545 5991 Hu6 4 2544 6 8 424 4665 HD5 6 2544 8 6 299 3293 Hut 6 22.53 22 6 2662 5 3 545 5997 HL -6 4 2962 6 9 424 4665 HOS b 2862 9 7 299 3285 HD2 6 25.88 25 8 3188 5 18 545 5997 HD6 4 3188 7 6 424 4665 HD5 6 3188 18 8 298 3288 H02 b 27.58 27 6 3498 6 4 552 6076 H06 4 3498 B 3 424 4665 HD5 6 3498 11 8 388 3299 HD2 6 38.88 30 6 3816 6 11 552 6873 Hub 4 3816 9 0 424 4665 HD5 6 3816 12 9 299 3293 H02 6 32.58 32 6 4134 7 6 551 6864 406 4 4134 9 9 424 4665 HOS b 4134 .13 18 299 3288 402 6 35.60 35 B 4453 8 1 551 6859 H06 4 4453 l8 6 424 4665 HIM 6 4453 14 11 298 3283 402 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2.32Oi RCE 1429:5, tap -3./31/97 CRAB i FLEE ENG 1 NESR I NG 51E) H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-4 22=:7'110' RCE 14295, E;;p =/31/97 job 9-303-5 Si, 33 o -F 41 CommUnicaticns Buildings o+ America 7/17/4.= sec Side t4ali Shear and Hold Down Requirements (page 1) Desion wind Speed = 80 nph (29.63 psi) Total Total Shear Length Wind Building Building Building Building per Shear Bail Unit Uplift Hoiddown Edge Fressure 'reight Height Width Width End In End Shear Force Required Hail (psi) (f t) (-Min) (f t) (-Min) (lb) (ft) (in) (plf) GO Spacing (in) 29.63 8.50 8 6 10.08 10 0 630 2 b 252 2141 Hut 6 5 5 116 988 none 6 12.00 12 0 756 2 6 302 2569 Hut 6 6 6 116 989 none 6 13'.0i 13 0 8119 2 b 327 2733 Hut 6 7 0 117 M none 6 0r 9 0 ic.O§ 10 d 667 7 256 2194 HD2 b 5 9 1116 986 none 6 a09. 2 / 310 26S2 :::;L 6 6 10 1!11 995 nce 6 1?.s=0 13 0 867 2 7 335 2852 Hut 6 7 5 117 773 go; e 6 9.50 9 6 l0.30 10 0 - 7F4 2 9 256 2,431 h21 b 6 9 134 799 none 6 1'2.01 !2 0 2 9 3.7 291? rut 6 8 1 134 972 nave 6 13.a0 13 0 915 2 9 333 3160 Hut 6 6 9 les 993 none 6 10.30 10 0 i0.o0 i0 0 7411 2 1 254 2540 Nn-, 6 7 5 100 999 none 6 !2.00 12 g 889 2 11 305 3848 Hut 6 8 ll 100 997 none 6 13.0E i.3 0 963 3 1 312 3123 Hut b 9 8 too 996 ncne 6 l3. ;0 !i' 6 i0.0si !0 0 778 3 0 259 2722 Hut 6 8 3 94 990 none 6 12.60 12 a 933 3 1 303 3178 HD2 6 9 10 95 997 none 6 i3.00 13 0 i@I1 3 5 296 3107 HD2 6 10 8 95 995 none 6 11.00 11 0 10.00 19 0 815 3 2 257 2830 HD2 b 9 0 91 996 none 6 12.80 12 0 976 3 4 293 3227 H02 6 10 10 90 993 none 6 13.00 13 0 1059 3 9 282 3107 402 6 11 8 41 999 none 6 CRAB i FLEE ENG 1 NESR I NG 51E) H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-4 22=:7'110' RCE 14295, E;;p =/31/97 Communicaticns Buildings et America 7/17iti'" sec Side t -Jail Shear an -i Holo Down RegUirements (cage '2) Design Wind SpeEd = 9 ash (37.59 psi) Total Total Shear Length Wind M l ding Building wilding Building per Shear Wail knit Uplift Hciddo:n Edge "Pressure Heigh Height Width Width End Fn End Shear Force Required Nail (psi) H t) Ht) (in) H t} H tl(in) (Fb) (it) (i n) (p3i) (ib) Spacing (in) 37.59 8.59 8 6 10.98 111 799 2 6 320 27116 HD" 6 799 6 10 117 994 none 6 12.82 I2 9 959 2 7 371 3154 HD2 6 959 8 2 117 998 rove 6 13.90 13 8 183E 2 . 3671 3i15 H02 6 1638 a 111 its 999 none 6 9.09 2 10. 0 :s 946 2 7 327 2,947 r.D2 6 646 7 8 11^ 993 none 6 12.9e 12 9 1815 2 iB 359 3224 HD2 6 1515 9 2 1111 996 Wane 6 13.90 13 9 1F0 3 2 347 31 2.3 .".U2 6 1:ya q „ Pone 6 9.58 6 i9.E9 18 0 093 2 18 .315 2993 Hut 6 893 9 6 105 998 rove 6 12.110 12 0 le7i 3 2 33: 3214 a- 6 1971 10 3 lti5 S93 nc e 6 13.09 i3 9 111 3 6 332 3158 HD2 6 1161 it 1 195 995 none 6 `9.83 19 9 19.09 I3 9 949 3 2 2'?7 2969 'ru2 6 949 9 5 160 998 none 6 12.08 12 0 ME 3 6 322 3222 HD2 6 1128 11 4 lei 995 none 6 13.60 13 2 1222 3 11 312 3119 HD2 6 1222 12 3 100 997 none 6 10.59 18 6 10.08 16 8 987 3 5 289 3032 F..D2 6 987 18 5 95 995 none 6 12.09 12 B 1184 3 19 389 3243 H02 6 1184 12 6 95 995 none 6 13.8E 13 8 1283 4 1 314 3299 HD2 6 1283 13 6 95 998 none 6 11.88 I1 8 18.8E 10 2 1834 3 9 276 3832 HD2 6 1834 11 5 91 996 none 6 12.09 12 8 1248 4 3 292 321E HD2 6 1240 13 8 91 999 none 6 13.09 13 8 1344 4 9 283 3112 HD2 6 1344 14 16 91 997 none 6 CRABTnE' - E—NG T NE;—=R T_ NG 51; H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5'14:x-4.27-2'20 RCE 1,4295, Ex Zr ' 3 1197 Job 9?r;;—� Sh jso' 4-1 Oi AfilerlC� �1: f`�_^S��C �Ot•Jn RC qui remente i �a�e •= i oil (46.Zb psf) Total Total Shear Length ng per Shear Wail Unit Upii?t Hciddo�n Edge End in End Shear Force Required Nail ni (io) (?t) (in) (pl?i (i.5i Spacing (in) B 983 2 9 357 3030 HG2 b 983 8 5 lli 993 none 6 0 1180 3 2 373 3155 HG2 b IIB t0 I 111 944 none b 0 12"r8 3 b 35:, 3104 M 6 1?78 l0 11 11i 495 none b 6 9 1041 3 1 336 3339 'r.C'2 5 1641 9 5 111 995 none b 0 1249 3 6 351 3212 HG2 b 12;4 I I 3 Ili 944 nG:'.e 0 0 1353 .3 11 345 314 F.02 b 1777 1Z J ilE 4Y4 none O 5 B ie -99 3 6 '714 292 HL'Z b is"�49 (� 5 195 994 iirin2 b 0 1.319 3 1: 337 3i9S HG2 6 1318 12 't 195 995 none 5 0. 1428 4 4 33^ 31:1 HG2 b 1428 13 7 195 494 nc�e b b 0 1157 3 i0 3B2 3011 HG2 b 1157 11 1 100 49� none 6 0 138a 4 4 32c 3203 HG2 b 1:,58 '.3 11 I90 941 non? b 3 1503 4 10 31I 3111 HGZ b 1503 15 1 109 491 none 6 b 0 1214 4 3 286 3280 F.02 b 1214 12 10 45 444 none b 0 1451 � 4 9 307 3221 HG2 6 1457 15 4 95 448 none b B 1574 5 4 245 3189 .402 6 1579 16 7 95 1950 none 5 b 0 1212 4 E 273 2444 HG2 b 1272 14 B 91 1396 none b 0 1521 5 3 291 3144 H72 b 1527 lb 19 41 948 none b 0 1654 5 19 284 3114 HG2 b 1554 18 3 41 441 none b SamLtel E. Crabtree 5 i?' --4' '?—I'-'=' 3 RCr'--- 14295, Exp Z/31/97 Cofni-nUn i cati ons Bt—ti 1 d i nqs Side L4.ill Siiear and Hold Design (find Speed = 100 m Wind Building Building Building Buiidi Pressure Heiaht Height Width Width (psi) (?t) (f t) (in) (ft) (ft) (t' 46.26 8.50 8 6 10.08 10 12.00 12 13.00 13 9.9A 9 0 10.x0 10 i2.C� IZ 17.0"1 17 9.59 9 6 li.oi 10 12.0': i2 IJ.00 !J 10.00 I0 0 10.82 10 12.03 12 13.00 13 10.50 10 6 19.00 10 12.00 12 13.00 13 11.00 it 9 18.09 18 12.09 12 13.00 13 CRABTRE E ENGINEERING 510 H Garcia (avenue Fi tt=,bura CA 9456`: =ommunications Buildings of America jots 93s%0::-5 Sheet 3bo' 44 7/17/93 sec rev 8/2/93 sec.. /� RIG_FRAME BI_N (gage 1) (USE WHEN BUILDING LENGTH REQUIRES MORE SHEAR WALL THAN ENDS Ai__LOW BECAUSE- OF BUILDING WIDTH rCR OPENINGS) Material = 5x5 WF 16.0 plf Fp . _ 30 - ksi Fo := 22 - k:si Fv . = 1.3 • k:si 2 _ Aw .= 1.2 -in S .= 8.53 -in r .= 1.2 -in k .= 1.0 Wind Pressure p . - Building Height BH t= i oi_, mon 1 29.6 - os* ; , �' J . r `i 90 mot. ! 37. 6 - os_� 1 i%'S%j ; ::_ it 46 . • o sf y 5- f t~� -=----• 10.0.ft h-4 " 1/2 of wind V r e goes to roof 1 f t ( 0�5• 1 ! i11.%_fr _ 1/2 of wha z x:7[:,`:'s to roof goes o e ac m leg Spacing DeterMined by Bending o ByB nd i nQ . i BH ri-H - 1 f tlg - Design Wind 80mpn 90moh i i-: oma h 123.15 26.1 21.19-1 i 8.5 29 23.11 10 %6 1i 9 I 26.17 20.6 i 16.731 9. 5 � BvSendinc = 120.43 18.49 1`..01 1 -ft 9H = 10+t •21 i`'+ 16.65 !19.'21 15.12 !Z.541 126 110.5 L 11J Spacing determined by Shear 2-Aw-0.6•ry ByShear i, i BH -p i4.4 58.57 47.57- /.5770.27 70.2755.32 44.92 66.57 52.41 42.56 _ SyShear = 63.24 49.79 40.4.3 • f t Sending Controls 60.23 47.42 3e.51 57.49 45.26 36.76 Building Width SW ._ i 1 y�� i 12•ft Lrl•-ft CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. C:raS y reg Pittsburg 4` C' O-42 2-'20 RCE 14295 Exa 3/•_ 1/97 �'t 1Juro C;A 9 X65 ._ .�7-� • _ _ , Communications Builcincs of America -son Shee-i: 3.7 of 4.) 7/17/13 9ac RIGID FRAME SENT (pace Ci (USE WHEN BUILDING LEiJGi'N REQUIRES MORE SHEAR WALIL THAN ENDS ALLOW BECAUSE OF BUILDING WIDTH Off; OPENINGS) Maximum Design Moment M .= Fb-S M = I5.64-kip-ft Shear Connection Plate (use at inflection point of top member) (10' wide building is worst case) Vertical force from too member to each leg = max. vert. shear Y V - V = 1.56-kip v 10-ft v Connection - Bolt in single shear 5/8" hi307 allow1ble = 1.01 kip use 2 bolts for symetry Ria .625-in bearing on plate tp .250-in A diz'tp 2 A = 0.16-in V v f f - 10. iii ksi F❑ - 0 rte- A ip 1/4" plate i s more =flab: adequate Connection of oos t to floor /6" x 5" bolt di a . _ .625-in Allowable Load - Tension Tension .= 6.1'ki Shear Smear . =3.1-kip Maximum horizontal load at *op of leg = max hor i z shear M V - h .- 1`4H - 1-ft] = 2.09 k_p sl h V V h v + = 0. 9' Shear Tension CR(- BT SEE ENGINEERING 510 H Garcia Avenue Samuel E. Crantree Pittsburg CA 94565510-427-2320 RC:E 14295, r::. _ 3/31/57 Communications Buildings of America 'lob 9=;03Sheet30 of 4-1 7/17/93 ;.ec RIGID FRAME BENT (page _ ) (USE WHEN BUILDING LENGTH REQUIRES MO E SHEAR WALL T�iAN ENDS ALLOW BECAUSE QE BUILDING WIDTH OR OPENINGS) Connection To Ceiling Maximum horizontal shear from roof per each rigid frame (max M per leg x 2 lees) iv! 4.W e.51 V . = i3. 91 ' , 9 i &'r, - 1: t 3.68 11.51 V 3.48 k:ip BH = 105t 10.51 V j 11-1 v i.i sw - 1 -ft i BrE= 8.5 9.0 9.5 10.0 10.5 11.01 F. f463 434 401 ZS6 366 040 Vo! v = 1379 355 335 316 2` 9 284 I• n 1 i Zeal _ j4j 2 i f IL;48 326 307 290 274 26 L1 :Snaci ng of 1 4"Va x T" long lag ool is lb Z . _ 280- Z 80.Z bolt sp. := v i, 1 BH = 8.5" 9.0" 9.57 10.07 10. 1.1.0' _ r7. 7.7 8. 2 S.7 9.2 9. 7 �... � �G . 9 ..! 10 10.6 1 !.. 11.e 1 -in µJ - 42-+t T S L9. / 10.9 1 11.6 12.2 12.9., ( s i Use i /4"dia x long galvanized lag screws at V 2" ,?1c,::imum to attach the frame top member to the ceiling CRASTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94365 5LE-427- ._ 20 RCE 14295, Emu Communicat-ions Building of AmeY-icae.a.- 3/ =+ 4-1 Calculation of chore tension in roof Wind pressure = p Building Width = BW Buildino Heic.ht = BH Building Length = BL Allowable Tension Stress Ft 375'psi'1.=3 Ft = 498.75 -psi Uniform Load c 'r, Moment in roof w p' — w -BL Chord Tension CT A';:*t Chord Moment M . - C7 ' Et, 18-M s.rl.Cv! _ 18-CT'r'? �y8-A- t'BEi! 2 B� .= 1 - .= I BL .= 1 BL .= - :•s `� ' r :: ,��: p ' is i Z ;:i'%' moh n - l� ^ �+ �-' - i 1 L ;nl = ? f'• • ti'r u = r r?= • c- i 95 f=; t ' 2. W' •tel'. r -L p Bpi worst case standardi building only needs CGI_!b , r= ...;:b chord tat splice is effectively only one. 2..,6) CRABTR_IE ENGINEERING 510 H G-arcla Avenue Sar-nuel E. Crs:oL're P-) t tSvL:Y-G CA 9455,6: :.:'_ -�+��-� _.��� RCG 1429".:. a : /' 1 / 97 Communications Buildings of America Wall Section 5/8' CDX CUED AND NALED TO FRAMNG 16' 16' vq / - 2x4 a 16' Job ?303'-5 Sheet 4-o of 4- i 8/2/93 sec Desi an as i+ _a wide f 1 ange beam. The glue used e+fecti vel y bo<<cs the v.,00d into one structural section, the plywood is the flanges and the-"rraminc, is the vveb. DE-pth .= .625•in + -.5'in + .625•ir; A .= 1.-in•Deoth 1.5'in-(--7.5-in)- S . - -- + 6 S = 350.56' in 2 16' in • Depth 1 - Depth = 4.75 -in A = 7.12 -in Allowable Stresses Shear (HemFir) Fv 75•psi•1.33 Fv = ?9.75 -psi Compression in plane of plies (use as Fb) Fc 990) • psi • 1 . Fc = 1:1.16.7 -psi 2] (CDX) CRABTR�_E ;Z,dG.NEERiNG 510 H Garci•s 4venuCLL Samuel E. C.raLgtre= Pittsburg CA 9' -565 510-427-2-2y_; RLE 1429:;. Exr_ =/:71/`)7 e. Communications But 1 i ng ; of America Wall Section (continued) - -_ Shee 4-f of 4-I sec fes. ♦ e` �+ Wind pressure p 56 - psf (1 15: Mdh, Exposure 0,415' `iigh) Uniform Load 16 -in :v = 74.67'plf w — p in 12 - ft Maximum Building Height HH 11'ft Floor Thickness FT (.625 + 1.5 + .75) -in -i r = mum. F:+�^.f TF i C `': e s � RT (.625 + 5.5 + .625) -in Naxi(j1um :'eight of wall L Vii' - (FT + h?) _ = 1:!'..'_ ft Maximum Moment 2 +. I . 8 Sending S res^ iii im - 66.76 -psi Fc -' 1_._6./'oBi f b S V _ v 2 ,• i" 1 No value given to the f i bergl ass coating, and was calculated i cr an eleven V oct cveral l hei q nt building ( the maximum ccnmtemo_ ated as standard, and a 110 mph wind ( the maximum basic wino speed shown in the UHC FIGURE NO. -1 for the contiguous 48 states. CRABTREE ENGINEERING 510 H Uarc7a Avenue Samuel E. Crautren Pittsburg -r 94565 0 _.427 ....�i. ..SCE 1 s1'. 95 - ,� .« t'.. Ll.' l� H ._ 1 i 3 � / -._ _ .._ !� Imo....+:_ � �� . ._ • • _ Z/31197 Communications Buildings of America Job 9402-3 sh 1 of 1 Foundation for 10'x20' building for NEXTEL 3/21/94 sec Design Loads Roof Dead Load DLr := 15-psf Live Load LLr := 34-psf Wall Dead Load DLw := 15-psf Floor Dead Load DLf := 15-psf Live Load LLf := 199-psf NOTE: For engineering design purposes the term "Live Load" includes the dead load of the equipment. Building Length L := 20 -ft Footing Width F := 1 -ft Building Width W := 10 -ft Building Height H 9.5 -ft Total load on foundation (load assumed to be on perimeter only) TL W L-(DLr + LLr + DLf + LLf) + 2-(W + L) -H DLw TL = 61150-1b Soil Pressure TL S S = 1019.16 7 - p s f P 2-(W + L) , F p Allowable Soil Pressure S 1000 psf, only 2% overload, ok a CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 1 COMMUNICATION BUILDINGS OF AMERICA, INC. Contractors Lic. 455726 Manufacturer Lic. 90136 Dealer Lic. 92716 #csDa(A-)ia Job 9303-5 Sh 1 of 41 7/17/93 Sec revised 8/3/93 Sec reviewed 4/22/94 Sec ofu►^� �. I�� b�'Sa ENGINEERING CALCULATIONS FOR 10', 12', & IT WIDE STANDARD BUILDINGS TABLE OF CONTENTS . Page Date Table of Contents 1 8/3/93 10' Wide Building - Normal Loading 2-6 7/17/93 Rafter 2 Header 3 No Header 4 Floor Joist 5 Skid 6 12' Wide Building - Normal Loading 7-11 7/17/93 13' Wide Building - Normal Loading 12-16 7/17/93 All Buildings - Plate Splice 17 8/3/93 All Buildings - Tie Down Plate 18-19 7/17/93 Diaphragm Dimensions - Limit By Ratio 20 7/17/93 Maximum Building Length - Limit by Roof Shear 21 7/17/93 Data and Formulae for Shear Wall and Hold Down Calculations 22 7/17/93 Weld Size for Anchor to Skid, HD5's & HD6's .. 23 7/17/93 End Shear Walls and Hold Downs RQF ESS/p� . 24-32 7/17/93 O��— e Side Shear Walls and Hold Downs �, / t � 9e F •. 33-35 ', � 'J��' R961 �� 36-.3 7/17/93 8/2/93 Rigid Frame and Connections Chord Tension in Rim Rafter ;' v; Q �'�, m ' 9 8/3/93 Wall SectionNo. 14295 0-41 8/ /93 Foundation Calculations ( Addendum) CNIt �T9TF OF C A� CRABTREE ENGINEERING 510 Garcia Avenue Pittsburg CA. 94565 510-427-2320 Samuel E. Crabtree, PE RCE 14295, Exp 3/31/01 Antioch Marina Industrial Park • - P.O. Box 769 • Antioch, CA 94509 .(-510) 754=7633 • FAX (51 O) 754-7695 8 Y COMMUNICATION BUILDINGS OF AMERICA, INC. Contractors Lic. 455726 Manufacturer Lic. 90136 Dealer Lic. 92716 Job 9303-5 Sh 1 of 41 7/17/93 Sec revised 8/3/93 Sec reviewed 4/22/94 Sec ENGINEERING CALCULATIONS FOR 10', 12', & IT WIDE STANDARD BUILDINGS TABLE OF CONTENTS CR4BTREE ENGINEERING 510 Garcia Avenue Samuel E. Crabtree, PE Pittsburg CA. 94565 510-427-2320 RCE 14295 , Exp 3/31/01 Antioch Marina Industrial Park • P.O. Box 769 Antioch, CA 94509 (51 O) 754-7633 FAX (5 t O) 754-7695 Page Date Table of Contents 1 8/3/93 10' Wide Building - Normal Loading 2-6 7/17/93 Rafter 2 Header 3 No Header 4 Floor Joist 5 Skid 6 12' Wide Building - Normal Loading 7-11 7/17/93 13' Wide Building - Normal Loading 12-16 7/17/93 All Buildings - Plate Splice 17 8/3/93 All Buildings - Tie Down Plate 18-19 7/17/93 Diaphragm Dimensions - Limit By Ratio 20 7/17/93 Maximum Building Length - Limit by Roof Shear 21 7/17/93 Data and Formulae for Shear Wall and Hold Down Calculations 22 7/17/93 Weld Size for Anchor to Skid, HDYs & HD6's 23 7/17/93 End Shear Walls and Hold Downs 24-32 7/17/93 Side Shear Walls and Hold Downs 33-35 7/17/93 Rigid Frame and Connections 36-38 8/2/93 Chord Tension in Rim Rafter 39 8/3/93 Wa11 Section 40-41 8/2/93 Foundation Calculations ( Addendum) 1-2 CR4BTREE ENGINEERING 510 Garcia Avenue Samuel E. Crabtree, PE Pittsburg CA. 94565 510-427-2320 RCE 14295 , Exp 3/31/01 Antioch Marina Industrial Park • P.O. Box 769 Antioch, CA 94509 (51 O) 754-7633 FAX (5 t O) 754-7695 Communications Buildings of America Job 9303-5 sh Z,of Q -f 10' Wide Building - Rafter Calculations 7/17/93 sec LLv 112.406 6 Hem -Fir #2 (degrade to #3) E :- 1.2.10 -psi Fv :- 75 -psi Fb :- 675 -psi Fcp := 405 -psi b := 1.5 -in span L :- 10 -ft hcent 24 25-L 34.719 52.969 6 hend :- hcent - 74.953 2x6 rafters F5 spacing 4.25 q q 2. 12 2x8 rafters 7.5 in hend - 6.251 -in W :- spacing :- w 69.977 2x6@12" 2 s i 6 -in wl q : - ft 2x8@12" 3 s 24.279 50.951 i,q spacing 24 12• in 14.145 31.926 i 16 - in 24 -in sheathing w2 := 4.125-psf Total Dead Load DL wl + w2 i,q i,q Live Load Allowable determined by: 2- Fv- 2- hend • b- 1 .251 shear q LLv - DL i,q 3,L -spacing i,q L i bending LLb i,q 2 8 • Fb - b- hcent -1.25 q 2 L spacing -6 i 2x6 2x8 - DL - 2-psf i,q Bending controls all spacing, 2x8 & 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94565 510-427-2320 Samuel E. Crabtree RCE 14295, Exp 3/31/97 6 151.25 224.25 spacing 8 LLv 112.406 167.156 12 - 73.562 110.0'63 in 16 psf 54.141 81.516 24 34.719 52.969 6 74.953 146.078 spacing 8 LLb 54.684 108.027 12 - 34.414 69.977 in 16 psf 24.279 50.951 24 14.145 31.926 Bending controls all spacing, 2x8 & 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94565 510-427-2320 Samuel E. Crabtree RCE 14295, Exp 3/31/97 Ccmmunicat ions 5.::1cin"cs c+ Amer ica+ 10 t: 4t 1�-O;, vi -;de Building Header Calculati:--ns ? /1? /'=3 sec--- rev 4/22/94 =8c 6 Hem-`lr r2 E . _ ! . = 1r' osl 'Fv ._ 75 -psi Fb .= 6 -,,Z -Psi Fcp .= 4025 -psi Sheathing & fiberglass loan :d1 4.125-psf nafl:er Load (2x8@6") w2 .= 4-psf Dead Load DL . _ gel + w2 DL = ^o. 1 25 - psf Building Width W : = 1 r3 • f t Design Live Load LL i A . = S . = 2:. SIR 6" 146 sf k k 8 L 1178 - osf 4,-4 4x 6 4r. 8 4x 13 12.25 - si 19 25-si 25.-•5-si •32.375-si -7 146'ci 12" 69 -osf 17.646-ci 16" 50,-osf 33.661 -ci 24" 31 -osf 49.911 -ci 2:;6'4 6" 74 -osf B" 4:;4 54'osf 12" 4x107 :54 - osf 16" E 6" 24"osf 24" 2.9 2 14 - osf Header Span determined by Snear = Lv 4-A -Fv k Lv ._ i,k 3 - rLL + DL � W L 1 by bendinq = Lb 8-Fb-S k Lb . k w ., FL + DL� i Head--- Si -e 4:;4 46 4x8 4x107 raster sizzeidspacing E 6" 1 .44 r 2. 2? 2.9 2 3.817 8" 1.664„ 2.615 .3.447 4..398 12" 2. 342 3.209 4. 23 5. 396 16" ^.352 3.696 4.872 6.216 24" 2.867 4.505 5.938 7.577 2::6i�-2 6" Lb = 1.979 3.11 4.399 5. 23 --ft 8" 2.275 3.575 4.713 6.313 12" 2.763 4.342 5.723 7.302 16" 3. 164 4. 9722 6.554 8.361 24" 3.812 5.991 7.897 10. 075 2x8Cd 6" 03.795 1.249 1.645 2.131 e" 1..655 1.658 2.183 2.788 12" 1.588 2.496 3.287 4.198 16" 2.108 3.312 4.361 5.57 24" 3.131 4.92 6.479 8.275 2;: 6r 6" Lv = 1'. 492 2.344 J. 687 3. 942 - f t 8" 1.972 3.399 4.08 5.211 12" 2.9x78 4.57 6.618 7.685 16" 3.81.: 5.992 7.891 10.078 24" - 5-.537 8.701 11.458 14.633 CRABTREE ENGINEERING 510 H Garcia Avenue. Samuel E. Crabtree Pittsburg CA" 94565' _ 5117-427-2323 RCE' -"14295-, -E;.-'p `3/31/47 f Communications Buildings of America Job9303-5 sh 4 of 41 10' Wide Building No Header Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir #2 (2X lumber) E := 1.2'10 psi Fv := 75 -psi Fb 650 -psi Fcp := 405 -psi Sheathing & fiberglass load w1 4.125'psf Rafter Load (2x8@6") w2 4•psf Dead Load DL wl + w2 DL 8.125•psf Building Width W 10 -ft Design Live Load LL A: a S: a 2x8@ 6" 46' s k k 8" 108,psf double plate 0 "s•. - cjj 12" 69" psf triple plate 5.75•si 3 3 cit 16" 50.0sf 0- 24" 3 s 0• si 0• ci I 2x6@ 6" 74' osf 8" 54' osf 12" 34' s f 16 24' sf 24" 14' osf Header Span determined by Shear = Lv by bending Lb 4'A 'Fv k 10' Fb' S Lv .= k j,k 3• [LL + DLl -W Lb :_ j j, k W' FLL+ DL E 1 L j i Top Plate rafter size@spacing 2x8@ 6" 8" 12" 16" 24" 2x6@ 6" Lb = 814 12" 16" 24" 2x8@ 6" 811 12" 16" 2410 2x6@ 6" 8" 12" 16" 24" Lv - double triple 11.528 14.119 0 13.281 16.266 0 16.297 19.959 0 18.772 22.991 0 22.881 28.023 0 15.793. 19.342 0 18.158 22.239 0 22.051 27.007 0 25.251, 30.926 0 30.427 37.265 0 8.175 12.263 0 10.85 16.276 0 16.337 24.506 0 21.677. 32.516 0 32.204 48.367 0 15.342 23.014 0 20.282 30.423 0 29.911-- -44.866 0 39.222 58.833 0 56.949 85.424 0 0 0 0 0 0 0 in 0 0 0 0 0 0 0 0 0 0 in 0 0 0 0 CRABTREE ENGINEERING 51,0°-H'..Gar-cia Avenue - Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 i 'r ,_O: MUMiCations Buildings of America Job E=-5 s j o= lOF Wide Building Floor Joist Calculations 7/1.7/93 sec Hem -Fir Fv . = 75 -'psi Fb := 7225 -psi Fcp := 405 -psi 6 E 1.2.10 -psi Three equal span continuous Skid member flange width (bearing length) 1 1.865 in floor Joists 2::4 h 3.5 -in b 1.5 -in sheathing w2 := 4.125-psf 10' wide building span L := 3.17 -ft spacing 1.5-plf i wl .= Live Load Allowable as determined by psf 8. 125 2,101*Fv•h-b 7 75 shear- LLv . _ - DL 6. 625 i 3.6-L-soacing i 6.25 i bending LLb ._ 1 bearing 10-Fb-b-h� 2 6-L spacing i LLcp ._ i 11•L -spacing t - DL 1 deflection LLd ._ i 6'in i spacing j DL .= wl + w2 + 1-psf DL i i i 8 'n 12 -in 16 -in Live Load Allowable as determined by psf 8. 125 2,101*Fv•h-b 7 75 shear- LLv . _ - DL 6. 625 i 3.6-L-soacing i 6.25 i bending LLb ._ 1 bearing 10-Fb-b-h� 2 6-L spacing i LLcp ._ i 11•L -spacing t - DL 1 deflection LLd ._ i shear is critical at all spacings X84 E b h 6 X1�• 1�..,5- -�oU-L -spacing 267.9 spacing 8 64a. 679 LLv LLcp 199.644 = 12 - = 021.7/7 131.:,88 in 6 243.351 psf 97.259 90.371 6 LLd 41:272 560.126 spacing 18 92.i473 LLb psf 268.814 = 12 = 177.5c 11 in -1 6 psf 131.844 shear is critical at all spacings X84 E b h DL . i CRABTRREE ENGINEERING 513 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565- - 513-427-2320 RCE 14295- E;;p 3/.1/97 X1�• 1�..,5- -�oU-L -spacing i 64a. 679 LLcp 485.228 - 021.7/7 psf 243.351 90.371 LLd 41:272 = 92.i473 psf '18.074 DL . i CRABTRREE ENGINEERING 513 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565- - 513-427-2320 RCE 14295- E;;p 3/.1/97 -o(ii-mufl_c.:_Ions =uI-,oInq—= at -tw.er _c= L:C0 _S!_ -:J all 7 0� ;' idice Su_4 idiMg 5i::id CaIcu atians 7i17i9= sec Mild Steel Fy .36*ksi Fv .4'Fy Fv = 14.4•ksi 3 E 29.10 -ksi Fb .66-Fy Fb = 23.76-ksi 5" Channel 9.0 p1f As .= 2.63•si Aw ._ .1-525•5-si Aw = 1.625-si 3 4 H 5.0 -in S 3.5 -in I 8.8•in Longitudinal interior members - perpendicular to floor joists tributary width W 3.2 -ft Worst standard case - 2::4 floor joists L '6" DL LL := 265 • psf w := (LL + DLJ • w w 873.6 •plf w LL•W w 848•plf LL LL 4-Aw-Fv L L 3:5.714 --ft vma;: 3 w vma;: 8 Fb•S L L 7.966 -ft b ma;; w b ma;; 1 3B4 . E . I L I L 7. 6:39 •ft dmax 5-w..'60 � dma.x L LL: L i. �vmax < L ,L ,L L 7.966 -ft bma:: yr„a;; bma;; L ii < L ,L;L 1 L 7.639 -ft L dmax dma:c J w•L R . = R 3336.898 1 b end ? end. R .= 2 R R 6673.797 -lb cent end cent This is a worst case standard building, 10' wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CH 9455- 510-427-2Z720 rce 14295, E"o 3/.31/97 Y c r eCOMTUniCat iOn_ 8U_ icir.as of Aimer 4-1 127 wide Building - Ra=ter Calculations. 7%17:9. s== 116.875 177.375 spacinq 6 8 Hem -Fir #2 !degrade `to #tel E .= 1.2.13 psi 12 Fv .= 75 --psi Fb := 675-osi Fco := 405 -psi 86.625 b .= 1.5 -in span L .= 12 -ft hcent ._ psf 41 . 25 6:.. 938 F. 25 L ''4 q hend . = hcent - 2>:6 rafters 5 in 'L4 q q 2 12 -.:8 rafters 7. 5 - in hend = �6j in W ._ spacing .= w 71.772 = i 12 q = 2::61412" 2 • os -F 2:48@12" 3• sf sheathing Total Dead Load 6 -in 8•in 12•in 16 -in 24 -in W1 ft i,q spacing i w2 := 4. 125 -psf DL wi w2 i,q i,q Live Load Allowable determined by: -, Fv•2•%-end •b-1.25� shear q LLv + - DL i,q �-L-soacing i,q i bending LLb ._ i,q 8•Fb-b-hcent�•1.25 q 2 L spacing •6 1 - DL - 2•psf i.q Pending controls all spacing, 2x8 & 2%6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 513-427-2-1023 RCE 14295, Exo 3/31/97 2:,6 '7:: 8 6 116.875 177.375 spacinq 8 LLv 86.625 132 = 12 = 56.375 86.625 in 16 psf 41 . 25 6:.. 938 ''4 26.125 41.25 6 48.957 97.7-.8 spacing 8 LLb X5.1@7 71.772 = 12 = 21.416 45.807 i n 16 psf 14.5-11 32.824 24 7.646 19.841 Pending controls all spacing, 2x8 & 2%6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 513-427-2-1023 RCE 14295, Exo 3/31/97 ti Communications Buildings of America Job 9303-5 sh 8 of 41 12' Wide Building - Header Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir #-2 E 1.2-10 • psi Fv := 75 -psi Fb :- 675 -psi Fcp := 405 -psi Sheathing & fiberglass load wl 4.125-psf Rafter Load (2x8@6") w2 := 4-psf Dead Load DL :s wl + w2 DL = 8.125-psf Building Width W := 12 -ft Design Live Load LL :a A := S 2x8@ 6" .100 sf k k 8" 74' sf 4x4 12.25-si 7.146•ci 12" 48 s 4x6 9.25•si 17.646•ci 16" 35' sf 4x8 2 .3 •si 30 661-ci 24" 22 sf 4x10 32.375•si 49.911•ci 2x6@ 6" 51' sf 8" 37- sf 12" 24- osf 16" 7 sf 24" 10' Psf Header Span determined by Shear = Lv 4•A •Fv k Lv _ j , k 3- [LL j + DLlJ - W Header Size rafter size@spacing 2x8@ 6" 810 12" 16" 24" 2x6@ 6" Lb = 8" 12" 16" 24" by bending = Lb 8- Fb- S k Lb j , k W [LL j + DL] 4x4 4x6 4x8 4x10 18.891 29.686 39.132 49.927 29.942- 21.677 34.063 44.901 57.287 30.868 26.221 41.204 54.314 69.297 34.298 29.913 47.006 61.962 79.055 28.406 35.79 56.241 74.136 94.587 24" 25.547 40.145 52.918 67.516 -in 29.243 45.953 60.573 77.283 54.757 34.658 54.463 71.791 91.595 56.177 39.19 61.584 81.178 103.572 59.922 46.141 72.507 95.576 121.943 48.756 2x8@ 6" 11.329 17.803 23.445 29.942- 810 14.916 23.44 30.868 39.422 12" 21.826 34.298 45.167 57.684 16" 28.406 44.638'" 58.783 75.072 24" 40.6.64 63.9 84.149 107.469 2x6@ 6" Lv e 20.719 32.558 42.875 54.757 •in 8" 27.147 42.659 56.177 71.745 12" 38.132 59.922 78.911 1.00..778 16" 48.756 76.617 100.896 128.856 24" 67.586 106.207 139.862 178.621 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 r Communications Buildings of America Job 9303-5 sh 9 of 41 12' Wide Building, No Header Calculations. 7/17/93 sec - rev 4/22/94 sec 6 Hem -Fir OL2 (2X lumber) E := 1.2.10 -psi Fv 75 -psi Fb :a 650 -psi Fcp := 405 -psi Sheathing & fiberglass load wl :a 4.125-psf Rafter Load (2x8@6") w2 4-psf Dead Load DL :- wl + w2 DL = 8.125•psf Building Width W :a 12 -ft Design Live Load LL A := S := 2x8@ 6" 00 sf. k k 8" 7 s double plate 0. •si 2.626•ci 12" 48 sf triple plate 15 7 •si 3.939•ci 16" 35 s 0. s ' 0• ' 24 s 0• si 0- ci ° 2x6@ 6" 51 - sf 8" 37• s 12" 23 sf 16" ! 16' sf 24" 00• osf Header Span determined by Shear = Lv 4-A .Fv k Lv _ j,k 3 - FLL + DL1 * W Lb j J j.k Top Plate rafter size@spacing 2x8@ 6" 8" 12" 16" 24" 2x6@ 6" Lb = 8" 12" 16" 24" by bending = Lb 10- Fb- S k W - iLL + DLI L j ' J double triple X12.564 15.388 0 0 14.417 17.657 0 0 0 17.439 21.359 0 0 12.785 19.895 24.366 0 0 12" 23.803 29.153 0 0 0 16.991 20.81 0 0 -in 19.449 23.82 0 0 23.418 '28.681 0 0 26.599 32.577 0 0 0 45.834 56.136 0 0 2x8@ 6" 9.711 14.566 0 .0- 8 12.785 19.178 0 0 12" 18.708 28.062 0 0 16" 24.348 36.522 0, 0 24" 34.855 52.282 0 0 2x6@ 6" Lv 17.759 26.638 0 0 - in 8" 23.269 34.903 0 0 12" 33.735 50.602 0 0 16" 43.523 65.285 0 0 24" X129.231 193.846 0 0 .CRABTREE ENGINEERING x:5.10 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Ccm r. Un i c -a t- i cns E ui 1 o i nes o^er _ c.= j co 5 =r,• /0 c . % 12' Wide 6ui1dina Floor Joist Cal Culat- ians 7/17/9= Hem -Fir =v 75 -psi Fb 7'25 -.psi Fco 405 -psi 6 E .= 1.2.10A -psi Three eQual span continuous Skid membe- flange width (bearing length) 1 := 1.385•in floor foists 2.-4 h •3.5• in b 1.5 in sheathing w2... = ^. , 125 • psf 12' wide building span L 3.6•ft spacing 1.5-plf i w1 6 in i spacing 8' in j 12 -in DL w l + w2 1-psf DL 16 -in i j j Live Load Allowable as determined by psf 8.125 7.3751 shear LLv . _ - DL 6.625 i �•6•L-spacing i 6.25 a 10', Fcp i b bearing LLcp ._ 1 shear is critical at all spacings I1-L-sQacing i 1.e4•E•b•h •d - 1^?�-5-•�65s�•L -spacing i 10 Fb-b-h bending LL'o ._ - DL 2. 55 i psf 10.632� 6•= -spacing LLd 298.945 i 197.588 psf deflection LLd ._ 6 234.931 spacing 8 LLv 174.917 _ �1.2 = 114.90•; in L161 psf -64.e96" 6 ^77. 409 spacing 8 LLb 25:6.776 = 12 = 136.142 in 16 psf 100.825 shear is critical at all spacings I1-L-sQacing i 1.e4•E•b•h DL i - DL 1 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5107-427-2320 RCE 14295, Exp 3/31/97 t• cy •d - 1^?�-5-•�65s�•L -spacing i r.570. 227 LLcp 426.'389 1-26 2. 55 i psf 10.632� LLd 298.945 = 197.588 psf 146.91 DL i - DL 1 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5107-427-2320 RCE 14295, Exp 3/31/97 t• cy Communications Bui 1 di ngs of America Job 9zc3v-5 sh /i of _12' Wide Building Skid Calculations 7/17/9= =_.ec Mild Steel FY 36• ksi Fy = .4 •Fy Fv = 14. 4 -ksi .1 V E .= 29.10 •ksi Fb ._ .66•Fv Fb = 23.76•ksi 5" Channel 9.0 plf As 2.63•si Aw .325-5•si Aw = 1.6?5•si 3 4 H 5.0 -in S 3.5 -in I 8.8 -in Longitudinal interior members - perpendicular to floor joists tributary width W 3.6 -ft Worst standard case - 2;:4 floor joists @ 6" DL := 8.125•psf LL := 2-35 " psf w (LL + DL) • W w = 875. 25 a l f W LL -W w = 846•olf Span by shear LL LL 4•Aw•Fv L L = 35.647-+t vmaX 3 • w vma;< Span by bending 8•Fb•S L L = 7.95 •ft bmax �� w bmax- 1 Span by deflection ?, r3.84•E•I 1 . L L = 7.645 --Ft dma;: 5 w y60� dmax LL L .= if �LVma% < L L L L = 7.959•r"t bma;r vmax bma:: L if jL < L ,L.L 1 L = 7.645 "ft L dmax dmax J Reactions for desian of foundation w'L 3 R R 3.346-10 '1b end 2 end R -= 2•R R = 6691.667.lb cent end cent This is a worst case standard building, 12' wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be enqineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING _. 5113 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 9455,?, 51!3-427-.23,23 RITE 14295, E::p -I/T-1/97 Communications Buiidinos of America Job 9=:33-5 sh12o= 4--% 13' Wide Building - Rafter Calculations 7/17/93 sec ' 6 Hem -Fir #2 (degrade to #--r! . = 1 . ? lr • osi ry .= 75 -psi Fb .= 675•psl F-cp 405 -psi b 1.5'in span L 13'ft hcent ._ 25•L q hend . = hcent - 2::6 rafters 5. S in 6751 q q 2 12 2::8 rafters 7.5 - i n hend = ;5. 875: in 41 _ 2x6@12"2: sf 2x8Fa1'"' osf sheathing Total Dead Load spacing 1 6•in wl 8•in i,q 12- in 16'in 24•in Live Load Allowable determined by: 2•Fv-2•hend shear q LLv ._ i,g IL w q ft spacing i w2 4.125•psf + w2 2,q b 1.25 i - DL 5 i.q J. j 2 8•Fb'b•hcent•1.25 q bendino LL•o - DL - 2-psf i,q 2 i.q L -spacing •6 i 61 spacing_ 8 = = 12 in 77.611 16 [24 36.292 57.177 6 spacing 8 = 81.486 12 in 16 24 2;: 6 2:: a 103.654 159.346 1 LLv 76.709- 118.478 = 49.764 77.611 psf 36.292 57.177 22.82 36.743 40.217 81.486 LLb 28.632 59.583 = 17.046 .:,7.681 psf 11.253 26.729 5.461 15.778 Bending controls all spacing, 2;:8 & 2%6. CRABTRE'E ENGINEERING , 510 H" Garci a Avenue .—Samuel—E. Crabtree Pittsbura CA 94565 513-427-2320 RCE 14295, E::o .3/31/97 l ,c Communications Buildings of America Job 9303-5 sh 13 of 41 13' Wide Building - Header-Calculati-ons 7/17/93. sec Hem -Fir #2 Fv : - 75• psi Sheathing & fiberglass Rafter Load (2x8@6") Dead Load Building Width W :- rev 4/22/94 6 E :- 1.2* 10 -psi Fb :- 675 -psi Fcp := 405 -psi load wl'- :- 4:125' psf w2 := 4• psf DL- .:= wl + w2 DL - 8.125'psf 13 -ft Design Live Load LL A :_ S := 2x8@ 6" 81 sf k k 8" - osf 4x4 4x6 4x8. 4x10 2 7 12" 6 qi 16" 0 . 6 . 24" 49.911•ci 2x6@ 6" - 7Psf 26•os 15.psf 40•psfi I 25 35 - s ' 32.375•si CRABTREE.EN.GINEERING 510 H Garcia Avenue '`:Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 -- 8" 28 sf 12" 17 sf 16 "1 1• Psf 24" 1 5' os f Header Span determined by Shear= Lv by bending = Lb 4-A - Fv _ k I 8' Fb- S _ Lv := k j , k 3 • rLL + DLI W Lb fi j j,k IW- rLL + DL� I L j Header Size 4x4 4x6 4x8 4x10 rafter size@spacing 2x8@ 6" 19.992 31.415 41.41 52.834 8" 23.036 36.199 47.716 60.88 12" 28.096 44.15 58.197 74.252 16" 32.308 50.769 66.923 85.384 24" 39.247 61.673 81.296 103.723 2x6@ 6" Lb = 27.206 42.752 56.354 71.9 -in 8" 31.401 49.344 65.044 82.987 12" 37.653 59.168 77.993 99.509 16" 43.157 67.817 89.394 114.055 24" L52.095 81.863 107.909 137.678 2x8@ 6" 12.687 19.937 26.255: 33.531 8" 16.846 26.472 34.86 44.521 12" 25:059 39.378 51.856 66.226 16" 33.136 52..071 68.571 87.574 24" 48.898 76.84 101.189 129.231 2x6@ 6" Lv 23:497 36.923 48.623 62.098 -in 8" 31.302 49.188 64.775 82.726 12" 45.006 70.723 93.134 118.944 16" 59.125 92.911 122.353 156.259 24" L86.154 135.385 178.286 227.692 CRABTREE.EN.GINEERING 510 H Garcia Avenue '`:Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 1 Communications Buildings of America Job 9303-5 sh 14 of 41 13' Wide Building No Header.Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir 1-r'-2 (2X lumber) E 1.2.10 -psi Fv := 75 -psi Fb := 650 -psi Fcp := 405 -psi Sheathing & fiberglass load wl := 4.125•psf Rafter Load (2x8@6") w2 4•psf Dead Load DL wl + w2 DL a 8.125-psf Building Width W 13 -ft Design Live Load LL A S := 2x8@ 6" 81 sf k k 8 E 59 sf double plate .10.5•si 2.626•ci 12" 37 s triple plate 15.75-si 3.939•ci 16" 26 Psf' 0.5i 0- ci 24" 5 s 0• si i 0• ci 2x6@ 6" 40 sf 8" 28 s 12" 17 sf 16" 1 1� 1• asf Header Span determined by Shear - Lv 4-A •Fv k Lv = J,k 3- FLL + DLl - W Lb j J ;,k Top Plate rafter size@spacing 2x8@ 6" 8" 12" 16" 24" 2x6@ 6" Lb 8" 12" 16" 24" double triple by bending - Lb 10- Fb- S ! k _ 1W• (LL + DL A I J J 13.296 16.284 0 0� 15.321 18.764 0 0 18.686 22.885 0 0 21.488 26.317 0 0 X26.103 31.969 0 0 18.094 22.161 0 0 in 20.884 25.578 0 0i 25.042 30.67 0 0� 28.703 35.153 0 0 34.648 42.434 0 0 2x8@ 6" 10.875 16.312 0 0' 8" 14.439 21.659 0 0 12" 21.479 32.218 0 0 16" 28.402 42.604 0 0 24" 41.913 62.869 0 0 2x6@ 6" Lv 20.14 30.21 0 .0 in 8" 26.83 40.245 0 0 12" 38.576 57.865 0 0 16" 50.679 76.018 0 0 24' 73.846 110.769 0 0J CRABTREE ENGINEERING 510 H Garcia Avenue-_:;�Samu.el E. Crabtree Pittsburg CA' 94565 510-427-2320 RCE 14295, Exp 3/31/97 fCOmrlturtlCaLiCils DullclncS C Aitet'iCa JCO '.�''_-� s���Cf 1. 3. Wide building Fl oar .,''oast Calculations 7i"17/`7 Z sec Hem -Fir Fv 75 -psi Fb 725 -psi rca 4!,-)5 *Psi 6 E 1.2 10 -psi Three equal span continuous Skid member flange width (bearing .length) . 1 1.885- in floor joists 2x4 h 3.5 -in b 1.5 -in sheathing_ w2 := 4.125-psf 13' wide building span L 4.2•ft spacing 1.5'plf i w1 ._ 6 -in j spacing_ 8 in j 12 -in DL w + w2 + 1-psf DL .: 16 -in Live Load Allowable as determined by psf 8.125 2-10j-rv'h'-b 7.375 shear LLv I - DL6.625 j 6 -L -spacing i 6.25 10-Fcp 1 -b bearina LLcp ._ - DL j 11'L -spacing j 2 i ILS Fc b h bending_ LLb ._ - DL 2 i 6-1- spacira j 3 3e4'E-b-h deflection LLd - DL 12.5.360•L 'spacing i r 6 �1003. 208 487.606 spacing 8 LLv 148.875 LLcp 364.423 12 = 97.542 = 241.24 in 16 psf 71.875 psf 1179.649 6 .20 249. 077 spacing 8 LLb 149.96 LLd 185.526 12 = 98.265 t� = 121.976 in 16 psf 72.418 _ 'psf 9G. 201 shear is critical at all spacings CRABTREE ENGIPEERING 510 H Garcia Avenue Pittsburg CA 94565 510-427-2323 Samuel E. Crabtree RCE 14295, p 3/31/97 Communications Buiidincts of America Jcb 5of � 1W; de Building Skid Calculations 71/17/97. sec Mild Steel Fy . _ 36 • ksi Fv Fv = 14. 4 •k=-i .j E . = 29 • 10, • ksi . Fb . _ . 66 •Fy Fb = 23.76 -ksi 5" Channel 9.0' pif 2 2 2 As 2.6� in Aw .325.5•in Aw = 1.625-in- 2 3 4 H 5.0-in S 3.5-in I 8.8-in Longitudinal interior members - perpendicular to floor joists tributary width W 4.0*ft U:orst standard case - 2:c4 floor icists 13 6" DL := e-osf LL 2 10. -psf w (LL + DL) -W w = 872 •olf LL-W 640'p14 LL LL a-Aw-Fv L .= L = 35. 7e •ft vma" vma:: 8•Fb•S L L = 7.974--Ft b ma:: w b ma:-c 1 3S4-E-1 L L = 7.664-Ft cmax 5 --w 760 dma;; LL L L w • L durax R R = 3_41.3=7•Ib end 2 end R .= 2-R R = 66S2.655-lb cent end cent This is a worst case standard building, '1. wide, and assumes a continuous grade beam under the building perimeter and piers under all interior skid member intersections. The foundation must be,engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled'" CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 94553 510-427-23120 RCE 14295, E::o 3/31/17 tr,,!'1^1:1iCiLiJ^S .l?:^.15 C T.=riCa JC': Q_ f:j E��. 1 n - _ Yt 3 C:] C Cai cs ?: 1 7 .' `7' �sC �_ _ J .Hem -Fir stud grade r. - 1 '7 1!a ^ �- FC 16d Mail _iteral Load p .= 122'1b (Table 12.38 NATIONAL DESIGN SPECIFICATION FGR, WOOD CONSTRUCTION - 1991 EDITION) :�::4 cross sectional area A 5.25 in Maximum Co:^grensi ve Load in 2::4 (tension is less) := i•'C • A 2.625-10 • lb =eq_.=red number naiis r• G -en_n. c;� pairs C+ :13i13 `. ini .. S =-4-in Chores Splice .;;..,.:6 cross sacs i cn.al area 2 .= C.25 in i".a:. _ .. t `n =_ _ on Load i n 2:: 6 C rt'A I . ZJ7 y Required number of nails C N •_ - N = Z 727 Use N ._ __ G ONLY 2:: UNDER: - OF•'.. Lenct-h o- Lap Splice L 48 in Use I.I. rows of •_. nails on Each side 51.0 'parr_ i a i=venue Sa.mt:e i E. ?i _`tac!:ra C!a 94565 510-427-232 job 9'i -5 sig i g o- L) 7/ 17 /9� sec "T7 Communications Buildings of Americom T iede4•,n plate Caicuiaticns Mild' Steal Fv 36• ksi Fv .4-Fy Fv = 14.4 •f:si •S E := 29 • 1C ksi Fb . _ . 66 •Fy rb = 2C.. 76 • ksi Design Wind Load p : = 56 • psf ( 110 mph) Maximum Bui:I d i ng Height H:= Thrust or. Building P p H P = 616•plf H 3 lb Overturning Moment OTM ,= P - OTM = C. 78$ - 10 •ft — ft Width cf Building (narrowest is worst case) W 10 -ft Required righting moment RM .= 1.5-OTM _ 1b :=1 = 5.062-10 -Ft-- _F t t•— Tt Dead load of buildinc DL 2 - (8 ps= 1ia ft y 6•psf 11 fti DL = 292•plf rto Dead Load ,zg^=ing me��ent due A aa, , W I b RN . _ OL - Ri'l = .. 46 -10 -F;--- DL tLL GL f t Required rightirg moment from tiedowns RM. = r^.M, - RM lb TO DL Fii^, _ . 622 • 10 f t - — TD f t CRA3TREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94553 510-427-2'20 RCE 14205, Exp 7-7/31/97 Job 9_t3_ -J =_h ;3 of 4.1 7!17/0= sec Corr;-�unications Buildings cr Amer: ca Tiedown*p;ate Calculations (cont) Tiedcwn spacing Sp 4.25-f May be achieved by spacing tiedowns evenly at 4' (max) apart, or by placing two tiedcwns every 8' b" (max), the pair spaced (min) apart. Force to Tiedowns Rif TD F:_ -Sp F= 1.539 -kip W Mcment in Tiedown Plate TDm 1.5 -in -F Tum = 2.309-10 -in-lb Sending stress in plate Allowable 2.76-ksi TDm-6 fb = 19. 7r7i4 k-si (=.5 - .5875) -n- ..Jin) Shear in Tiedown Plate TDv .= F TDv = 1.5.9 k:ip Shear stress in plate Al:okaable := 14.4-ksi TDv 'v fv = 1.095 -ksi (.3. 5 - . 0275) * i n • . 5 - i n Tension in Anchor Coit Allowable := 1.5*kip ABt (F) Aet = 1.5=9 -kip Check: shear on Tiedowns (same for bolts from floor to skid) Total shear force per bolt Fv := P -Sp Fv = 2.6IS kip Allowable := 2.75 -kip CRABTREE ENGINEERING 510 4 Garcia Avenue, Samuel E. Crabtree Pi ttsburq CA -9455. 5"�-4:7-?32C RCE 14'?95, t::o -/:1/97 Commu.^.icatians nas oer-_a ,roc 0. ..n Mini-LUM diaphragm nor-Zantai dimension for shear wail as controlled by building height and vertical diaphragm ratios.(uSC fable Na. 25j -i). Diaphragm Height = Building Height - 1' SH := DH .= SH - ? ft Diaphragm Width GH k k. k k a.Sc•ft 7 I ? i DLV ._ 8.5--f /.S .143 k 3.5 :J. J 7t E)H Ir,r;�•st = I8.5 7t DW I o = h'.4=9 --Ft .571 -10.s• t 19.5 x'.714, ..5_ M.axiinL::r. Building _en9 h :•jithout intermediate a,ai 1 or rigid frame as controlled by building width and horiZonta_ ciaei�:ra:n r-ati os (i.:BC Tail -de No. '225-1) . Build;-'ny length �BLi = 4 * Suiicing Wid_h (EW) *rte BL = !,as T� 1' f t �S�! CRA S i REE ENG I NI tR I NG 510 H Garcia Avenue Pittsburg CA 94565 510-4'=7-=32ics'- Samuel E. Craotrze' RCE 14295. E- o/ -.s 1 /97 Job 9303-5 sh 21 of =-11 7/27/93 sec rev 4/22/94 sec Communications Buildings of America Shear -Calculations - 10', 12' & 13' wide buildings - Roof Hem -Fir Framing lumber - Group IV factor f := 0.65 5/8" sheathing, both sides, 10d" @ 6", nominal 2" edge framing Case 1 Application UBC Table No. 25-J-1 av 425'plf allowable v 2'av•f v a 552.5'plf Height of Building BH 8.5- ft 9.0• ft 9.5 - ft 10.0• ft I 10.5 -ft 11.0 -ft Width of Building = depth of roof diaphragm W Design Wind Pressure (110 mph) p : - 56.0• psf i 10- ft 12- ft' 13' ft Allowable length of building (as controlled by shear in roof) CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Width 4-W •v 10' 12' 13' Building i height L :a 46.429 55.714 60.357, 8.5' j,i p -BH 43.849 52.619 57.004! 9.0' j 41.541 49.85 54.0041 9.5' L a 39.464 47.357 51.304 ft 10.0' 37.585 45.102 48.8611 10.5' 35.877 43.052 46.64J 11.0' CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 .r y COMM unication's• Suiidings of AR1er1Ca Job �i:�lj=-� s;; i G of / 7/17/9. Ser Data and formulae for shear wail. calculations "UBC Table No. 23-G, Exposure D, 0-15 ft. high Ce .= 1.39 UPC Table No. 23-H, Method 2, less than 40 ft. tall Cq : = 1. •; UBC Table No. 2.3-F qS E30 mph 16.4 sf 9s?- mph 20. 8 • osf 100 mph 25.6 s USC Table No. 23-L, Special Occupancy Structures 1 ;= 1.00 Desien Wind Pressure p := Ce•Cq•gs•I P:9.6275] Bt�.S mph p = '%.586 psf 90 mph 146.2591 10,0, mph. For end wall shear and hold downs Building Length = BL Buildina Height = SH Total Shear Wail Length = Sid Total Smear per . end = V Unit Shear = v UP i i f t Force = For side wall shear and hold downs Building Width = BW Building Height = BH Total Shear Wall Length = SW Total Shear per side = V Unit Shear = v Uplift Force = F BL BH p BW•BH•p V 4 . 4 SW Allowable Shear for 5/8" CDX one side only DF edge nailing i HF . - 2 -DF •.65 6" 340 1 f J J 442 4" 510 1f 663 Zee 665 1f Allowable Shear for HF = 865 •plf 21 870•o1f 1131 Allowable Hold Down Load per HD2 lb HD5 4665 Ib HD6 6080 lb none 1000) lb CfiAPTREE ENGINEERING 510 H Garcia Avenue Samuel E..Crabtree Pittsburg CA 94565 510=427-2320 RCE 14295; Exb 3/31/97 Communications Buildings of America Job='"_r;;-;-5 sh L Weld sire for hold down anchor ;.o skid for andriED6 P = Permissable eccentric load in kips assume symetrical, then 1/2 to each. side 6. 08 P kip r = 3.04 -kio 2 1 = length of each weld in inches a*! = e = eccentricity e . _ ( . '25 + . 25 + .96875- i r. e = 1.544 -in e 1 Soe'_ial Case, Load not in ciane of welds C frotn A=SC manual U = number of 16ths of an inch in fillet weld 3i z e P L' .= D = 5.96 C-1 use 6/16" filler welds Width of 3,/8" Plate = W e (.325 + .25 + .96875>'in W .= e + (-. 325 .96675 + .25)•in W = 2. 438 i n CRAB REE ENGINEERING 510 H Garcia Avenue Samuel E. Craotree Pittsburg CA 94565 5:._-427-2.3C!a RCE 14295 C.;b 7,/'-7!/97 Job 9 J•i— , S!l Z a T (�I o-: America i 17!9 sec Down Requirements(page 1? Design Wind Speed - Es aah (29.b3 psi) total ictal Shear length Building per Shear Wall Unit (iplift Hoiddoan i:dae ength End In End Shear Farce Required Nail (int {lh) (f t) (in) iplf) (I h! Spacing (in) 0 6 !259 2 b 56# 4282 M 4 3 3 387 3293 HD2 b 2 b 1417 2 b 567 48!7 kDb 4 2 1 soy 465! HE'S 4 3 6 38b 328# P52b 8 1574 2 b 636 5352 ::9b 4 2 11 546 4561 :iDa # 4 1 365 3277 :iD2 $ b !%32 2 b b9:; 5d7% Hub 3 3 2 5#7 #c#8rc5 4 4 b 3a5 b 6 !S69 2 8 %::. -6141-1 wgb 3 4 l! 3isY 32bb ..:� b .. "20,16 ? !! %e2 5?�# Hub 3 3 ° 545 4b3s -5 # 5 # 364 32;-, 6 3 l i15 bel: c5 3 4 i �u, 455V F03 4 5 9 3c3 325: H c2 b 3 1333 ? % Sib 4--,S7 Hr5 4 3 8 3b4 3e?I Hct 5 b 1599 2 % 561 493b Hi 4 2 1! 514 43?l 1!c5 4 4 353 36bc 1'.]2 b a lbb7 2 1 645 5484 Hui! 4 3 3 513 4359 h'�5 4 4 7 364 3691 Hut b b 1E33 2 1 713 b632 HDo 3 3 7 512 4341 c35 4 S I 361 36bb HD2 b ' 6 266e 3 6 bbi Sbb7 HDb 3 3 1! 511 434E HOS 4 5 b 364 3611 M b 3Z.56 32 b 21b1 3 3 bbl Sbbi HDb 3 4 3 516 4333 HD;- 4 5 I! 3bb 3113 HD2 b E 2333 3 b bbl Sbbl HDb 3 4 1 5H 4321 HOS 4 b 5 364 3691 HOZ b Samuel E. Crabtree 510-427-2720 RCE 14295, E: - i3 •,/ —Z. 1 !97 Commurications Buildings End 1'12.1 e Shear and Hold Wind 3uildinq Building 3aildinq coil Pressure Height Height length l (psi) (it) (itHin) (it) (f t) 29.63 6.56 a b 25.66 2 22.56 25.8: 25 27.6 2i 36.0: 3= 32. zi _ 35.:6 35 9.8E 'r 6 20—H 70 22.50 22 :5.60 25 27.5E 27 55.66 38 35.60 35 CRA.BTREc ENGINEERING 51'0 H; Garcia Avenue' Pittsburg CA 54565 Job Sn Communicaticns SLtiidinas o7 America' sec End Wali Shear and Hord Down ReQUirements (pace -2) Design hind Speed = :3 dph M.63 psi) Total Total Shear Length hind Building ?gilding 3uildiro :wilding per Shear hail Unit Uplift golddown Edge ?ressure Height Height Length Length End In End Shear rwce Required Nail (psi) (f t) (it)(in) (i0 (M (in) (1 h) (1 0 (in) (Olf) (Ib) Spacing (in) 20.9i 23 E 1461 2 9 512 4W H06 4 2 11 483 45n4 HOS 4 4 1 345 3274 H02 6 32.50 22 6 1583 2 9 516 5475 076 i 3 3 487 4b2"s F75 # 4 7 345 32=2 57 6 25.9: 25 E i75Y 2 9 645 6M78 476 4 3 7 491 4ecL '7.75 ? I 346 3i�c F7i 6 .0.5i 77 i P3.5 5 1 62s 5413 FD6 4 # 3 484 4596 P-33 1 5 7 341-1 FDL _ 6917 006 4 4 4 ?E7 4023 FOS 4 b 1 347 3:97 HOZ 6 32. 32 6 2217 3 i 638 CYCJ Hfi a 4 7 496 ;6.6 305 6 8 343 3.59 372 35.%n 35 3 2463 3 !1 629 F-1 ;;D6 4 5 1 4E5 ;605 H5 4 7 2 344 3ib5 Hui 6 .0 3 14"n. 2 !! 5EE 53:3 375 4 3 3 450 4q3 ifDS 4 4 6 iii 3"L°2 F%1 e 22.56 22 6 1667 2 11 S1i ,"•714 406 4 3 7 465 4651 H05 4 5 1 32S 3279 F:02 6 25.46 25 6 i852 3 1 681 6e:6 H06 4 4 E 463 4638 FOS 4 5 8 327 3205 H02 6 27.!@ 27 6 1037 3 .5 596 5962 H06 4 4 5 461 012 NOS 4 6 3 316 3259 402 6 •38.43 36 3 2222 3 8 686 6661 HO& 4 4 16 46"a 4578 H75 4 6 9 329 3292 002 6 32.5e 32 6 2407 4 E 632 6019 H06 4 5 2 466 4666 H75 4 7 4 328 3283 Hi12 6 35.2: 35 i 2593 4 4 598 59n3 406 4 5 7 464 4644 FOS 4 7 11 327 3275 072 6 CRRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pi ttsburg CA 945615 75 t 51St—'4=7-2�•2n RCE 1LLC95, E:.:;3 7./-71/97 1' R Job C SS, 2. j13 0` Communications Building=_ of America 7/1719. sec End Wall Shear and Hold Down Requirements (page -) Design Wind Speed = 20 aph (2-63 psi) iotai Total Shear .Length Wind 6uiIdinq 8uildinq Buiidinq 9uilding per Shear Wail Unit Up!iit Holddown Edge "Pressure Height Height Length length End In End Shear Fare .Required Nail (psi) (i t) (it)(in) (i t) (it)(in) Q. b) (i t) (in) (pli) (I b) Spacing (i n) 19.50 18 6 23.86 U 0 1536 3 6 519 5445 'rub 4 3 7 434 4559 Huy b 5 0 311 3267 Hut b 22.50 22 6 1758 3 1 568 5968 'r.96 4 4 i 432 4594 M b 5 7 313 3291 •r.:'2 6 25.59 3 5 569 5776 Hub 4 4 4-7 4925 �u� e 6 3 511 327 'r.52 6 27.0 27 6 :!34 3 9 5- S. ..36 4 t !a 443 464 r'3 4 6 1:' S!. M7 h' -'c 3d. E3 39 i 23;.3 4 ! 571 680= ... 4 5 4 4ae 4514 45 b i 6 311 3257 Hut 6 32.5: 5t i ::_? 4 5 6 S 2 i 3!J 5=34 b 55.0i 3z 3 2-122 4 'r573 69!8 r.3b 4 6 2 ?,1 4655 F: c C 8 514 5��3 H12 6 11.39 !1 _y.sa c. h !635 5 2 51. 3c0! r. 4 3 !1 416 4377 ?D3 b 5 6 .96 325,1 r.�2 22.51 22 6 !c33 3 4 550 6956 F:i;6 4 4 4 423 4654 FD5 6 6 2 297 3273 HC.2 b 25.08 25 6 2937 3 9 543 5775 H:'6 4 4 !1 421 4636 ei'5 6 6 10 296 3211 HE -2 6 27.59 27 6 2241 4 1 549 6836 H06 4 5 4 429 4622 Huy 6 7 6 294 3286 Hut b 36.99 33 3 2444 4 6 543 5975 Hi6 4 5 18 415 4613 Huy 6 2 2 294 5293 Hut 6 32.50 32 6 2641 4 16 546 6927 Hi)6 4 6 3 424 4661 Huy 6 8 13 300 3290 HC'2 6 35.80 33' 6 2652 5 2 552 6872 Hub 4 6 9 423 4643 HUS 6 9 7 292 3273 Hut 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 51s"' -427-2372x0 RCE 142951 E::p '/31/97 Job IF30 —5 ,. ] e Ca mmunicaticns Buildings or' America 7 =7 =_ec End 1•Ja.li Shear and Haid Down ReQUirements (page 41 Design hind Speed = 90 nah (37.59 psi) hind cuiiding :ni!ding 2ui!ding building Total Totai Unit Uali:t Faiddcen 6d;e "rresswe Feight Feight Length Length Shear Length Shear Force Required Nail (psi) if t) (it) (in) U (f t) (in) per Shear (p1i) (Ib) Saacina crd Wall tin) (1b) (f t) (ifl) 37.59 2.53 2 6 2r. 98 29 9 1590 2 6 639 54.32 FE -6 4 1592 2 11 548 4656 H 15 4 1596 4 2 303 3259 HD2 6 22.5. 22 6 IM 2 7 696 59!4 NDc 1797 3 4 539 4523 ND5 4 1797 4 2 305 3274 HD2 6 25.06 25 a IiU 2 lE /.5 57?! HD5 2 1997 3 0 595 4629 HN; 4 1997 5 2 S;z 3205 FD2 6 27.59 27 S 2797 3 1 712 S?Sb iiD6 2 2!37 i ! s3a 4573 HD5 4 2!91 5 ? 32y UN5 HD2 6 3D.ro 3S c 23?5 3 70! 5762 HD5 2 2.iTy 4 5 54.: t r?5 4 2 i J 373 325i i:312 6 32.59 32 6 25za 3 � 708 .i:9 � F' -'i 259c C 385 324- i:L2 35.9: 35 3 27?6 4 1 625 5227 r.Db Z 2796 5 ? 486 =133 FDS 4 2796 7 3 365 3278 HD2 S 9.90 9 d 2fe.9e 2y 3 1692 2 / 655 5513 HD6 4 16t;2 3 4 U7 4567 F.D5 4 169: 4 a 362 3262 HD2 6 22. i 22 6 19 3 2 16 672 6?45 H"sib 2 1903 3 9 597 4557 HDS 4 1903 5 3 362 3252 H02 b 25.98 25 9 21!4 3 2 660 UP H26 2 2114 4 1 512 4663 HDS 4 2114 5 10 362 3262 HDZ 6 27.53 27 6 2.326 3 6 665 5961 H06 2 2326 4 b 517 4652 H05 4 232E b 5 362 3262 H02 b 38.00 3n 3 2537 3 10 662 5957 H06 4 2537 4 11 516 4645 F35 4 2537 7 3 362 3262 H02 6 32.51 32 6 2749 4 1 673 6059 H06 2 2749 5 4 515 4639 HOS 4 2746 7 6 367 3299 HDZ 6 35.90 35 3 2969 4 5 670 6832 HD6 2 2969 5 9 515 4633 HDS 4 2964 8 1 36b 32% H02 6 CFASTREE ENGINEERING 510 hi Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 51�i�-47—?ia Riri= 1429`,, E::c /:�? /97 Job q= =—b 5h ZS o Communications •Build;ngs of America 7/17/93- sec End Wall Shear and Hcid Down Requirements (page 5) Design Wind Speed = 90 ,iph (37.5: asi) Wind Buildino Building Building Building Total Tota: Unit liQtir't HoldccNr. Edge Pressure Height Height Length Length Shear Length Shear Force Required Mail (psi) (f t) (it)(in) (f t) (ft)(in) per Shear (plf) (Ib) Spacing End wall (in) (16) (it) (i n) 9.50 9 6 28.90 29 0 17S6 2 10 630 FU H36 4 1786 3 8 487 4623 FOS 4 . 1796 5 2 346 3283 H02 6 22.50 22 6 2059 3 2 634 6326 H06 4 2009 4 2 482 45E. HOS 4 2009 5 10 344 327! '11Z 6 4::.90 2: 9 2232 3 6 632 66SB Milli 2232, 4 7 487 4626 Hn 4 2232 6 6 343 3262 H32 6 27.50 27 6 2453 3 11 527 5755 'F 6 4 2455 5 a 471 4665 M35 4 347 3293 HD2 6 35.00 39 e 2672 4 3 630 FS -1 8?6 4 2578 3 6 '27 4i2i FD 5z 4 2675 7 4 346 3 R3 sC.Z 6 32.:8 32 6 29?1 4 i 633 641 ri116 4 =90i3 it 490 465= r'3i `. 'CO! a 5 345 3275 6 35.08 35 0 3125 4 11 636 6237 Hili 4 3125 6 5 'E7 462 H?5 4 3125 9 e 347 H02 6 15.15 19 4 20.1i 26 0 1Ssi 2 564 593 Z H115 4 Iasi 4 1 460 4663 Has 4 1689 5 9 327 323? 22.Se 22 6 2114 3 6 604 6941 H36 4 2114 4 7 461 4613 H35 4 2114 6 5 33: 3205 HO2 6 25.40 25 0 2349 3 I1 6&9 5970 FOS 4 2347 5 1 462 4622 HO5 4 2349 7 2 328 3274 H32 6 27.53 27 6 2584 4 4 . 596 5964 H56 4 2584 5 7 463- 4629 HOS 4 2584 7 16 336 32?7 HOZ 6 38.80 30 0 2819 4 a 614 6341 H06 4 2819 6 1 463 4634 HOS 4 2819 8 7 328 32;5 H:'2 6 32.53 32 6 3054 5 1 601 6900 H06 4 3054 6 7 464 4637 Has 4 3054 9 4 327 32272 H02 6 35.83 35 3 3289 5 5 607 6372 .4116 4 32S9 7 1 464 4643 HOS 4 3289 to 5 329 32-7 H02 6 CRABTFEE ENGINEERING 510 H Garcia Avenue Samuel E_ Crabtree Pittsburg CA 94565 510',-427-2)-3273 RCE 142395, '=;:p C/._,1i97 .job 9.3,0)3-5: S 2 i of A ' Communications Euildinas of America //17/9Z sac rl End!=Ja: _ Si,ea.r and Held Galin F:e;� irements (cave of Design Hind speed = 98 aph (37.5r psfl Wind 3uiiding "seiid.ng Banding 3uildiag Tota! Tatal lLqit Up.lik Fciddcan .dge Pressure Height height Length Length she --r Length shear Force 8equired Yaii (psi) (f t) (it) (int (f t) (MUM (int per :hear (p1f) (gal Spacing End Wali (in! (la) (it) (in) 18.33 If. b 26.63 25 6 1973 3 5 Sr" 6565 H06 4 1973 4 6 439 4695 7(115 6 1973 b 4 3i2 3212 P02 6 :2.Sn 22 6 27227 3 1i 567 5152 306 4 22_3 5 4 416 4471 H05 b 22=4 / ! 513 3:91 H52 6 215.:7 215 8 2467 4 4 5r; Si7i 14-V6 # 2467 5 7 442 4C-. .S 6 2461 i!i 312 321: ...- 6 27.50 27 6 27!4 4 9 57! 5i=_ e. 4 :.'!# 6 2 446 #o:y .'.U5 21!# 0 9 5!3 32.. 5n2 6 6;1 F- 4 ' '06.q 16 8 444 466.2 ...5 4 312 3272 !7'52 i s:.5h J. 6 Jc�i 5 7 574 6.K! C 4 3237 s 4421 #6=# d03 4 20 3 1-1 313 32_� H-32 6 8035 i 3454 b 5r6 e3+# r.G6 4 345# 7 10 441 4629 lt05 6 344 !! 6 314 3217 -r.62 6 11.89 !1 0 213.:5 23 3 2FS7 3 9 551 6665 506 4 2237 4 11 425 4621: ..'5 0 ,06 6 !1 29' 32:? ;Mn 4, 6 ?3264 3 547 6923 H06 # 2326 5 6 421 46__ H95 6 237. 7 10 297 32b6 H02 6 25.58 25 3 2554 4 9 544 5965 H6 4 X584 6 2 .419 46!3 H05 6 2554 8 8 298 3253 H02 6 27.45o 27 6 2643 5 2 553 6652 H56 4 2943 6 9 421 4653 H05 6 2443 9 b 299 3292 H02 b 33.98 30 6 3141 5 8 547 6425 H06 4 RR 7 4 423 4:52 H0S b 3161 18 5 29B 3275 H02 b 32.53 32 b 3368 b 1 552 6Or, 5HGb 4 3369 8 6 426 4619 H05 b 3368 11 3 299 3725 H02 6 35.29 35 0 3618 b 7 558 6045 Hob 4 3618 8 7 422 4637 505 b 3618 12 l 299 3294 H02 6 C ASTREE ENGINEERING 515.1 H Garcia Avenue Samuel E. Crabtree. Pit:tsb_!rg CA 94565 51ii) —427—=320 RCE 142gST t::❑ 3/11/97 S Communications Buildings of America 7i17 09.3 sec End Miall Shear and Hold Down ReQuirement:s (aaoe 7i Desl^yn Rind SPeer = !Ba sph ICtai Total Shear Length Me 8uildin; Building Building 2ui!dinq per Shear Unit Uplift Haii H'ressure Height Height Length length End Wall Shear Force Heiddona Spacing (psf) (ft) (f t) (ir.) (f t) (ft) (in) (!h) (ft (ini (plf) (!o) Required (in) 46.26 8.59 8 6 29.66 2S 0 1466 2 9 715 6077 H06 3 1966 3 7 549 4664 HDS 4 1466 5 1 367 32:7 F02 6 22.5e 22 6 221: 3 2 698 5537 HD6 3 21!2 4 t 54L 4c===5 3 2112 J 7 3-;5 32/" H02 6 2;.;; 24Ja 3 C /92 596; 1UC 3 245'- 1 b 546 4b42 635 4 1455 6 4 3a 32 8 ri:2 6 27.30 2.' C 1/Y°3 3 1; /05 Jr9i n:.'6 3 2763 5 6 541 4596 HD5 4 27:3 7 6 360 3283 Hut 6 30.6y 39 E .449 4 2 768 69!6 2944 5 5 544 462_ FDS 4 2949 7 a 3E3 327E H52 A 32. 32 6 319: 4 6 M 633; H"c 3 3195 5 to 548 4655 ru5 4 3145 i 3 3a7 3292 H?? 6 35.6J 33 g 3441 4 t6 7!2 bi7J1 16 J 3441 6 4 543 4619 H?5 4 3441 S it 3S6 J. ' E6 HD: b 6 4.0'. 3 16.3r 26 1392 3 ! 673 697b H70 3 2582. 4 1 519 453_ HDS 4 2062 5 9 362 3258 HOZ 6 �?.S6 22 6 2342 3 6 669 ±1522 Hub 3 2342 4 7 51" 4599 HDS 4 2342 6 5 365 3285 H02 6 25.80 25 S 1632 3 11 664 5477 H06 3 26n2 5 I 512 4107 HDS 4 2632 7 2 363 3268 492 b 27.Sr 27 6 1861 4 3 673 6861 H06 3 1262 5 7 513 4614 HDS 4 2862 7 16 365 3261 HJ2 6 38.09 30 B 3123 4 6 604 6622 HD6 3 3123 6 1 513 4629 H05 4 3123 6 7 364 3274 HD2 6 -32.56 32 6 1335 5 1 665 5969 H16 3 33E3 6 7 514 4625 HDS 4 3383 4 3 366 3291 H02 6 35.06 35 6 3643 5 5 673 6853 HD6 3 3643 7 1 514 4624 Huy 4 3643 18 6 364 3274 H02 6 CRASTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 941565 510-427-2320 RCE 14295. Exp 3/:Y1/97 e Jab 9 ;_i_ -J S j rTl Communications Buiidines of America 7/17/1.3 sec ! Lnd Wall Shear and Hold Gown Recuirements (pages I=,- Design : Design Wind Saeed = !c: -oh Total Total Shear Langth Edge )find Building auilding Building Building per, Shear unit Uplift Hail Pressure Height 'Height Length Length End ilall Shear Ferce Halddu4n Spacing (psf ) (i t) (it) (in) (it) (it) (in) (lb) (it (in) (plf) (lb) Required (in) 9.58 9 6 29.c3 23 b 2191 3 6 629 5964 H06 4 2197 4 6 468 4639 HOS 4 2197 6 4 347 329s H02 6 22.59 22 6 2472 3 1! 63i 5993 H06 4 2472 5 1 406 4625 H0.5 4 2472 7 2 345 3277 H02 6 25.5: 25 E. 2747 4 4 634 6:22 HOS 4 2747 5 E 42-5 46:3 H03 4 .,747 7 11 347 .3293 'r.52 6 2i. 3i 27 6 332i 4 9 636 6E43 H06 4 r„-; Hes # JC.! 5-3 5L "UL 6 30.:5 3E 8 3296 5 2 632 6Ec F56 4 - 329e 6 r 483 4631 FOS 4 52?i 9 6 547 5:"6 H..02 6 52 557: t. 7 6;0 3571 7 4 437 46=. '. a 4 557! 15 4 343 5:33 HIL 6 Mia. 35 a 3643 6 1 632 6055 W06 4 3245 19 49! 4664 F05 4 3845 1! l 347 5--.;, 502 6 6 U.00 !8 9 2a. 22 2s 9 23!3 3 i8 6003 6:34 H06 4 2313 6 463 46=6 HOS 4 1313 7 1 327 3-,;.5 H02 6 22.53 22 6 26e2 4 4 6SiB 6885 H06 4 2602 S 7 466 4661 H05 4 2682 7 1,! 329 3297 M 6 2539 25 9 269i 4 U 598 5932 H06 4 2691 6 3 463 4626 HOS 4 2891 8 1B 327 3273 H02 6 27.53 27 6 3188 5 3 686 6858 H06 4 3189 6 19 465 4654 H}5 4 3168 9 9 329 3256 H02 6 38.80 38 9 3478 5 9 03 6834 H06 4 3478 7 6 463 4626 FOS 4 3478 19 7 328 3278 H02 6 32.50 32 6 315? 6 3 601 6414 H06 4 3759 6 1 465 4653 HOS 4 3759 11 5 329 3292 H02 6 35.80 35 8 4848 6 a 697 6312 F06 4 4048 8 9 463 4626 HOS 4 4840 17 1 32a 32V H-32 6 CRASTRFE LNGINEERING 510 �i Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-22.20 RCL 14'2'9 5, Ex —7 =1/97 .: o 0 9 Z i:� = S h Z !� J Communications Buildings o= America 7/17i1?. -3 s2_- � End L=!all- Shear and Hold Down Requirements (nage 9) Design wind Speed = 104- :ph iotai Shear Hind M iding Building Building Building per Pressure Height Height Length Length End (psf) (ft) (itl (in) (it) (ft) (in) (1h) 13.59 19 6 29.c9 25 3 2429 2429 2424 22.53 22 6 2732 2732 2732 2M5 25 0 3936 3336 3:30 :1.ZO 27 6 3J3T 333= 3JJ9 35.8e J. " 3643 3643 3643 32.q: 32 6 3747 3947 3ii7 3,. t8 35 c 42:; 4250 425-a iatal Length Edge Shear Unit Uplift Hail Wail Shear Farce Holddomn Spacing (ft (in) (plf) (Ib) iequired (in) 4 3 571 6634 H06 4 6 442 4637 HDS b i 9 313 3296 HD2 6 4 i 575 694; HD6 4 6 2 443 4652 ..DS 5 6 9 312 3279 HO2 6 3 4 569 5971 2862 6 6 1i 44; 4665 r $ 9 8 3:4 3:97: F. 52 b 5 19 572 6311 F..D6 4 / 7 44E 4624 H,-, b is E 313 32E7 PD2 6 6 4 575 594? ..?6 4 8 3 442 4637 'r.D5 6 11 E 312 3279 .. - 6 6 !4 57B 6664 ;06 4 E 1! 443 4647 :?u5 4 12 7 314 323 HO6 4 / 5 513 6417 HD6 4 9 7 443 4657 HOS 4 13 7 313 3285 ii?2 b . 6 '.1.88 ':1 Z 29. Z; ; 9 2544 4 8 545 5791 HD6 4 2544 6 E 424 4665 His 6 2544 8 6 M 3293 H02 6 22.50 22- 6 .862 5 3 545 5597 Hub 4 2862 6 9 424 4665 HOS 6 Ml 9 7 29? 3285 '912 6 25.83 ZS B 3M 5 18 545 5997 H06 4 3109 7 6 424 4665 H05 b 3189 19 8 298 3289 HD2 6 21.53 27 6 3498 6 4 552 6876 HO6 4 3496 E 3 424 4665 H35 b 3498 11 B 303 329? Hut 6 38.33 3; 3 3816 6 11 552 6673 HD6 4 3816 9 8 424 4665 HDS 6 38)6 !2 9 299 3293 H02 6 32.53 32 6 4134 i 6 551 6564 H06 4 4!34 9 9 424 4665 FOS 6 4134 13 13 239 3288 AD2 6 35.8; 3S 0 4453 8 1 551 6959 H06 4 4453 !8 6 424 4665 HDS 6 4433 14 11 2?6 3283 HOZ 6 CRABTPEE ENGINEERING 51EI H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 5ls?-4427-2.3,20 RCE 14295. t::p :x/1/97 CRAB i REE ENG : rN!E=—R I NG SIO H Garcia Avenue Samuel E. Crabtree Pittsburg C'A 94 65 15 1 4' 7—'3:.2 RCE 14=9J, Exo —1%.;--31/97 eco 950,=-5 Sh 33 c-,.� Communications Buildings ei America 7::719.7 =ec Side S.' -ear and Hold Davin Recuirements (pace ? ) 9esicn Siind Speed = 03 ach (29.63 psi) Total Total Shear Length )find Building Buildinq Ouilding per Shear Wail Bait Uplift Hoiddown cdae Pressure Feight weight width iiidth Eid In Eid Shear Force Required Nail (psi) (iU (-Min) Ht) Ut)(in) (lb) (M (in) (ptil Qb) Spacing (in) 29.63 8.56 3 6 16.66 16 5 636 2 6 25: 2141 Hut 6 5 5 116 905 none 6 12.96 12 6 756 2 6 362 25e9 H* -2 6 6 6 116 983 nCne 6 13.36 1, 6 0i9 2 6 327 2733 ri"s2 6 7 d 111 994 none 6 Je 9 3 16.0i 15 9 667 _ i :,-:-2 21=4 Hut 6 5 9 116 i2.%6 12 36? 2 7 RE- 2632 r.B? 6 6 :6 117 99: „C a 6 13. _i9 1 c 367 2 7 M 2052 F52 6 H 9 7;: 6 4 1:4 izi n :2 6 i2. 9 2 i 3-;'7 2911 F'-' 0 1 1°€ 9i2 acrz 6 1.3 6 915 2 9 S55 3i6 HB2 6 8 :95 S93 nage 6 1?.6c 16 n 16.96 13 9 7,1 2 I1 254 254: H72 6 7 5 19e 999 n�re 6 12.92 12 g =_39 2 it 3s: 394-2 F.-2 6 8 11 166 997 none h 13.66 1 3 963 3 312 3123 HD2 6 9 8 i96 996 ncne 6 16.50 10 6 19.Bn 13 6 772 3 6 259 :122 E]2 6 8 3 94 990 noae 6 12.33 12 ? 933 3 1 3F3 3118 H02 6 9 16 95 997 none 6 13.96 13 3 toll 3 5 296 3137 H02 6 16 8 95 995 none 6 11.§6 11 6 16.63 19 6 815 3 2 257 2831 H02 6 9 6 91 996 none 6 12.23 12 6 578 3 4 293 3221 H02 6 13 16 99 993 none 6 13.60 13 6 1651 3 9 M 3167 H02 6 11 8 91 999 none 6 CRAB i REE ENG : rN!E=—R I NG SIO H Garcia Avenue Samuel E. Crabtree Pittsburg C'A 94 65 15 1 4' 7—'3:.2 RCE 14=9J, Exo —1%.;--31/97 Communicaticns or America. 7!171? sec Side :Jal Shear and Hold Do -vin Requirements (oage _) Design Wind Speed = ii ph (371.59 psf) Totai 1otai S'aeir (.ength wind 3uiidirc Buiiding Building 3ui!ding per :bear Kai; Unit Uoiiit Hee ddoan Edge Pressure Height height Width width End In End Shear i:crce Required Nail (psi) (it) (f (in) (ft) (ft}(in) (Ib} H tl (in) 1pifl iib} Spacing pin} 37.5'7 8.53 8 b !0.63 19 3 799 Z b 329 2716 HOIL 6 799 6 16 117 994 ncae 6 !2.92 12 B 959 2 7 371 3154 .HDZ 6 959 n 2 !17 9?"r rare 6 13.60 !3 6 !!3? 2 . 3b7 3!!5 H02 6 I6 .H c 15 i!9 ?9'r acne 6 2 7 327 2147 S E46 i 8 11s" 973 none 6 12.sr 12 s 716!5 2 !B 332 327; 'r.32 b 15715 9 2 ne^e 13.50 1J y I!J30 3 2 347 317) .'.02 6 .9 !! 1!! :? raee c 9.5i 6 oY.` 2 13 315 :773 H02 b 253 S 6 !.J 9=c rene 6 12.D, is i IE -11 3 2 33v J��G ss2 O n c I e 6 i3 5 !15! 3 6 332 315: HB2 6 !16! it 1 !?5 995 none 6 '6.05 lc 5 19.6E ii 9 941 2,?7 2369 ::u2 b 945 9 5 109 9?3 none b 12.93 12 6 1128 3 372 32-:2 HDZ 6 11.9 !1 4 lei 9S. none 6 13.68 13 i 1222 3 II 312 3!!? H02 6 1222 12 3 lei 997 none 6 10.53 16 6 16.86 16 9 987 3 5 289 3032 H02 6 9H7 10 5 45 975 none 6 12.86 12 a 1184 3 19 50? 3243 HDZ:� 6 1184 12 6 95 995 none 6 13.0E IS 0 1223 4 1 314 329? H02 6 1293 13 6 95 998 none 6 !1.86 11 6 10.03 18 6 1834 3 9 276 3032 H02 6 1034 I1 5 91 996 none b 12.43 12 9 1248 4 3 292 3211 HOZ 6 - 1240 13 8 91 499 none 6 13.63 13 E 1344 4 9 2941 3112 H02 6 1344 14 13 91 997 none 6 CRABTREE =—NGTNEERT_NG 10 H 'Garcia Avenue Samuel E. Crabtree Pittsburg CFS 94505 15 10 — 4 271-17 — 2 321 0 RCE— 14215, Ex --3/Z1197 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pitt bUra Cr. 9u5o5- 5 10, — 4 2 7 — = 3S 2 f3 R%= 14,'=95. Ex a _ /Z 1 !9 7 Job C_ -0=—S S jj o' ' Communications— Buildings— o= Americ_=. :11719•= ��c Side :da:.. Si-iear and Hold Dcwn RegUirement_ (pace 7i Design Bind Speed = !69 agh (46.26 ;50 Total Total Shear Length hind Sui!".i::g 3uiidinq Building Buiiding per Shear Hail Unit L-;!i:t Hciddoxn cdce rrassure Height "reight Width Width Er,d iPl End Shear Force "Required Hail (psi) (it) HOUR) (it) (ft) (in) llh) HU (i n) 1pl:) (Thi Spacing (in) 46.26 8.56 9 6 16.68 !6 6 493 2 9 357 3638 HOZ b 983 9 5 117 Sia Rare 6 !2.00 12 6 1198 3 373 3166 HOZ b 1160 16 1 117 914 acne 6 13.69 13 3 1214 3 b 36. .1:4 F:02 b 1278 16 11 117 495 none 6 6 v Ga 9 6 1 �� 6 3 In 9 ira' t 3 338 .—i3i J.J Fn 2 6 1641 9 5 1!! i=5 acne 6 H;i J 6 J j2i7 12#9 l! 3 II1 Sii acne b J45 31H 'H132 6 lJJJ !2 z !16 9T4 n-Ve a 6 . _ 4 6 H.H H 9 ! 94 ; 6 s1s 16S9 !8 b I95 ;i4 s;,re 6 12.�s _ "s !311 3 i! X37 TIC -2 1113 l2 7 105 S?5 acne 5 13.08 13 8 !428 4 4 rc H02 6 1429 13 7 195 444 nc"le 6 6 15.sa !8 8 !9.03 l6 6 1157 3 !6 362 5W HD2 b 1157 11 7 168 446 none 6 12.03 12 E 13119 4 4 320 314.-3 HD2 6 1:59 '.3 Il 191 97 none 6 13.6? 13 6 1563 4 18 311 3111 HD2 6 1503 15 1 IBB 447 Plane 6 b 16.58 !9 6 19.93 18 6 1214 4 3 286 ,666 H02 b 1214 12 16 45 . M none b 12.68 12 8 1457 .4 4 387 322! H02 6 1457 15 4 95 418 none 6 13.68 13 B 1579 5 4 296 316: H02 6 1575 16 7 45 1950 none 6 6 11.86 H 8 18.69 ld 6 1272 4 8 273 772994 H02 b 1272 14 8 4t 1966 none b t2.68 12 6 1527 5 3 291 3194 Hut b 1527 16 13 41 448 none 6 13.66 !3 0 1654 5 13 284 3114 H02 b 1654 l9 3 4! 497 nolle 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pitt bUra Cr. 9u5o5- 5 10, — 4 2 7 — = 3S 2 f3 R%= 14,'=95. Ex a _ /Z 1 !9 7 j .) r .-c- _c ... Buildings CY' Sheet America job�.��SC!•�y-5 Sheet J:'4-1 7/17/93 sec rev 8/2/93 gec RIGID FRAME SENT (page 1) (USE WHEN BUILDING LENGTH REQUIRES MORE SHEAF; WALL THAN ENDS AULO'W BECAUSE OF BUILDING WIDTH OR OPENINGS) Material = 5m5 WF 16.0 a14 Fri . _ -s_,' ksi Fa := 22 • ksi Fv - i::. ' ksi `, Aw .= 1.2 -in S .= 8.5Z -in r .= 1.2•in k .= 1.0 Wind Pressure o ._ Building Height 8H .= = i oia mc?^ 25 6 os - -t _� I 925 n,0-: 37 6 os : 1/2 Of wind force goes to roof 10.5 -ft - 112 Cf wh_ z goes to .rocs c'_:es to eac' leg Pacing Dstermined b Bending .1' .. Fb BySencing ' 1 �L i riaH - _'fL I � Design Wind (^'.omen. 90mah loompil I=-. 15 26.1 21.191 8.51 129.ZU 23.11 1S.761 I '26.17 20.6 16. I d 51 , SyBen.d_na = 12_. "E 18.49 1 15,r3i ft BH = I 10 I1'ft i101.19 16.68 13.54 110.5 i S.?1. 171 15. _2 12.28 L 1A Spacing determined dv Shear 2-Aw�0.6'ry ByShear ._ 1 , 1 BH D 74.? j /4. ^ 52.5: 4/.5/ 170.27 55.32 44.92 66.57 52.41 42.56 ByShear = 63.24 49.79 40.43 ft Bending Controls 60.23 47.42 38.51 57.49 45.26 26.76 Building Width BW ._ i i✓f ,:ft 12•ft f �-.ft CRABTREE ENGINEERING 510 H oarcia Avenue Samuel E. Crabtree Pittsburg CA 9456f 510-427-2320 nC= 14:.55, _::l7 3/51/97 Ccmm--:nic-at=ens 5L::1cins o- Amer: ca -ebZ'7:__ RIGID FRAME BENT (page 2) ( USE �'r,EN BU I LD T NG LENGTH nEQU I RECZ r',O 3H=. THAN EigDS ALLOW BECAUSE OF BUILD : NG WIDTH u^ `:: E: , : N ) MaXimum Design Moment M .= Fb'S r1 Shear- Connection. Plate (use at inflection point of _top member ) (lig,' wide building is worst case) Vertical force from top member to each leg = m -ax. very. shear M V V v 113ft v Connection - `'o_,. in sing -le shear .5/8" r?_'s'!i allowable USS - baits Tor synietI y ala .625 in bearing on plat_ to .?EiJ' _Z A r! _ U. V V r 1/4" X13 a Is more than arJecuat-a connection. o= oo=t -p f i oor 5!8" .. J" ao . t --;i- Allowable i-Ai?owzbie Load - Tension Tension Shear Shear Maximum horizontal load at too of leo = ma:: nor ,-= si year• r1 V h C�sri - 0 J I ft I V h V V h v y - 0. 9" Shear Tension CnABTRE ` ENGINEERING 510 H Garcia Avenue Samuel Cra:: =r-ee P i ttSbur^ CA 945--)65 5 1 Rc;_ Commenicati=ns Buildings of America dcb 93§3-§ Sheet3 / of 4-1 7Zi7z93 see RIGI2 FRAM= SENT (page 7) (2SE WHEN BUILDING LENGTH REQUIRES MORE SHEAR WALL THAN ENDS ALLOW BECAUSE OF BUILDING WIDTH OR OPENINGS) Connection To Ceiling - Maximum horizontal shaar from rcol per each rigic frame (max M per leg z 2 legs) . , V ._ � � . Q.9., , 9; J BH - .f%o@ 1 9.3! v - '\8 -ki= BH = !§ F-3 . -ft ���9 . V i 9.§ 9.5 163 4_. 4g9 386 366_`� \ g/ V = |379 ��z 3_� 3.6 299 \\\|'elf . 14S 337 _,. 274. -26 sj . soaciog of iZA"d=a x lone lac colts is Z := 2@GA. - Z bolt so i!J v 58 = B.3' 9.e' 9.5' f.3 2.7 8.2 8,7 9.2 0.7 q] sp ,8.9 9.3 1§ 1e.6 11.2 li.8� in BW = '12 -ft U.7 1g.3 1: 1-1.6 12.2 12.9 ! 3j §se ;Za"diaX 3" long galvanized lag screws at 2" mawlmem tC attach the frame £oo member tc the gf\}'ina' ERABTREE ERSIMEEaINQ S;@ § §a: -=la Avenue eiw£jderLi cA 9Gs63 Samuel £. Cra�«ree SlE-427-2325 acE !4295. exu 3z3LZ¥2 Comml_Ln = cat cn s ui I ng = "' ?mer i =a t _ --)5 A ISec Calculation o+ chord tension in roo= Wind pressure = p Building Width = $W buildino Height = BH Building Length = BL Allowable Tension Stress Ft ._ 375•psi•1.33 Ft = 49$.75osi Unifcrm Load EHMoment in root ? W o 8 Chord Tension CT . _ A — ='t Chc.rd Moment M .= CT'sw = is~B;0 .., [ice 3L = 46.20 Cs' 8� = S 1 .�. i- `ia; _ _!l MW wars_ cZsestandard bu? _Ging Onl ,, needs double -.:b chord (at splice 2_ A-7ec well on v one -7-6) C; :AST REE ENGINEERING Garcia Avenue Samuel E. P4- t`_'sE.ur-C CA 9=?5 65�:._—a,7 _'7 -:'?`3 :i11� l "C�'= Common i cal i ons Buildings of America Job 93103-5 Sheet 4-o of 4- 8/'?/9 sec Wall Section 5/8" CDX GLUED AM NALED TO FRAMNG 16" 16" Zn 2x4 16" Design as i f _; wide flange beam. The glue used of f ect: vcl v bei acs the wood into one structural section, the plywood is the Flanges and the -;rami ng is the rieb . %epth ._ .625-'=n '_5 in .625'in Depth = 4.75 -in A 2�1.5':• (=.5'in; 16 in �Geoth - (:.5 in) S . _ -- t 6 5 = x-15. 56 i n Allowable Stresses Shear Fv 75•psi • 1.3.'-7 6 (HemFir) Fv = 95 -.75 -psi Compression in plane of plies (use as Fb) (CDX) Fc := 990psi ' 1 ..>:, Fc = 1`16.7 •psi CRAHTR-:E E"AS T NE=R i NG 510, H Ga:-ci.-a 'Avenue Samuel E. C.ra�tre= Pittsburg CA 94565 _ _=/:;1/)7'::r Ccf^:il,.;nl(:<-,='ions Bu _4 I_J_mgs OF ..-ar�GG Sac Wall SaCtion (continued) Wind �^.raSSL:ra O = G+d QST : 1 10 '13!1 . i ;=sure 0.. <1 J' Uni=orm Load 16 TL 6 p_. in _Ft Ma;:imum Buildinc Heicht 11 Ft _ a c r Thi cnes. FT (. 62c::'+ . 5 r . 75 i n i':.r:=r.:L►:I. r^. o- T'r,lCk as .= 6_`� 1 G. _j) it (moi + R: i - 1'-.__ Y= i S - r J V _ t. No value ci en to the =ibe:-gizss coatinc, anc VJ,-e.S calCUla=e•d -:Cr an al2`i?^I 'BOOL CVara h;eiC'.lt tuiI -i.!-a :ane max, ifzum Ccnfntemiic atcv a5 STandarC. and .mch wine (the maximum 7ctS1C win- SCFe.?G Shown jr, the UPC r iCUR'c NO. 23--1 for tale CC-t10U0U5 48 S'ZateS. 5:!E; H �'ar _. a fav_nL:U S-muel E. L'1 `1- -:_, ur _ (rry 941-J. :.. :: 1:J-:•�?-G_'a�.:0 r; `._.' _ -'1 `7 J. .. '� i /� `�7 Communications Buildings of America Job 9402-3 sh 1 of 1 Foundation for 10'x20' building for NEXTEL 3/21/94 sec Design Loads Roof Dead Load DLr :g 15-psf Live Load LLr := 34-psf Wall Dead Load DLw 15-psf Floor Dead Load DLf := 15'psf Live Load LLf :a.199-psf NOTE: For engineering design purposes the term "Live Load" includes the dead load of the equipment. Building Length L 20 -ft Footing Width F := 1 -ft Building Width W 10 -ft Building Height H 9.5 -ft Total load on foundation (load assumed to be on perimeter only) TL := W L-(DLr + LLr + DLf + LLf) + 2-(W + L) -H DLw TL = 61150-1b Soil Pressure TL S S = 1019.167 psf P 2-(W + L) - F. p Allowable Soil Pressure S 1000-psf only 2% overload, ok a CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 COMMUNICATION BUILDINGS OF AMERICA, INC. Contractors Lic. 455726 Manufacturer Lic. 90136 Dealer Lic. 92716 -4 CSDBkA - P-I2�, Pe ��� � y�-o2-s0 Job 9303-5 Sh 1 of 41 7/17/9' Sec revised 8/3/93 Sec reviewed 4/22/94 Sec ENGINEERING CALCULATIONS FOR 10', 12', & 13' WIDE STANDARD BUILDINGS TABLE OF CONTENTS . Page Date Table of Contents 1 8/3/93 10' Wide Building - Normal Loading 2-6 7/17/93 -,Rafter 2 Header " 3 No Header 4 Floor Joist 5 Skid 6 12' Wide Building - Normal Loading 7-11 7/17/93 13' Wide Building - Normal Loading 12-16 7/17/93 .All Buildings - Plate Splice 17 8/3/93 All Buildings - Tie Down Plate 18-19 7/17/93 Diaphragm Dimensions - Limit By Ratio 20 7/17/93 Maximum Building Length - Limit by Roof Shear 21 7/17/93 Data and Formulae for Shear Wall and Hold Down Calculations 22 7/17/93 Weld Size for Anchor to Skid, HD5's & HD6's - 23 7/17/93 End Shear Walls and Hold Downs QRpFESS/O, ., 24-32- 7/17/93 q Side Shear Walls and Hold Downs lF�.. 33-35 �CR�BJ �G'�` ' 7/17/93 8/2/93 Rigid Frame and Connections :.�� J�� 36-38 Chord Tension in Rim Rafter 9 8/3/93 Wall Section � is V' �' No. 14295 T 0-41 8/'7/93 Foundation Calculations ( Addendum) 4( CIVIL ��9T£ OF Ck� CR.ABTREE ENGINEERING 510 Garcia Avenue Pittsburg CA_ 94565 510-427-2320 3Jz��9 9— - f1 Samuel E. Crabtree, PE RCE 14295, Exp 3/31/01 Antioch Marina Industrial Park P.O. Box 769 • Antioch, CA 94509 (S 1 O) 754-7633 • FAX (S 1 O) 7S4-7695 r • D COMMUNICATION BUILDINGS OF AMERICA, INC. Contractors Lic. 455726 Manufacturer Lic. 90136 Dealer Lic. 92716 Job 9303-5 Sh 1 of 41 7/17/93 Sec revised 8/3/93 Sec reviewed 4/22/94 Sec ENGINEERING CALCULATIONS FOR 10', 12', & IT WIDE STANDARD BUILDINGS TABLE OF CONTENTS CRABTREE ENGINEERING 510 Garcia Avenue Samuel E. Crabtree, PE Pittsburg CA. 94565 510-427-2320 RCE 14295 , Exp 3/31/01 Antioch Marina Industrial Park P.O. Box 769 Antioch, CA 94509 (51 0) 754-7633 FAX (5 1 O) 754-7695 Page Date Table of Contents 1 8/3/93 10' Wide Building - Normal Loading 2-6 7/17/93 Rafter 2 Header 3 No Header 4 Floor Joist 5 Skid 6 12' Aride Building - Normal Loading 7-11 7/17/93 13' Wide Building - Normal Loading 12-16 7/17/93 .All Buildings - Plate Splice 17 8/3/93 All Buildings - Tie Down PIate 18-19 7/17/93 Diaphragm Dimensions - Limit By Ratio 20 7/17/93 Maximum Building Length - Limit by Roof Shear 21 7/17/93 Data and Formulae for Shear Wall and Hold Down Calculations 22 7/17/93 Weld Size for Anchor to Skid, HD5's & HD6's 23 7/17/93 End Shear Walls and Hold Downs 24-32. 7/17/93 Side Shear Walls and Hold Downs 33-35 7/17/93 Rigid Frame and Connections 36-38 8/2/93 Chord Tension in Rim Rafter 39 8/3/93 Wall Section 40-41 8/2/93 Foundation Calculations ( Addendum) 1-2 CRABTREE ENGINEERING 510 Garcia Avenue Samuel E. Crabtree, PE Pittsburg CA. 94565 510-427-2320 RCE 14295 , Exp 3/31/01 Antioch Marina Industrial Park P.O. Box 769 Antioch, CA 94509 (51 0) 754-7633 FAX (5 1 O) 754-7695 sheathing Total Dead Load w2 :- 4.125• psf DL wl + w2 i,q i,q Live Load Allowable determined by: 2 Fv• 2• hend -b-1.251 shear q LLv - DL i , q 3• L• spacing i , q bending LLb i,q 2 8• Fb• b• hcent -1.25 q 2 L -spacing •6 i 2x6 2x8 - DL - 2-psf i,q 6 151.25 224.25 spacing 8 Communications Buildings of America Job 9303-5 sh Z.of 4-f 10' Wide Building - Rafter Calculations 7/17/93 sec 24 34.719 52.969 6 6 Hem -Fir #2 (degrade to #3) E :- 1.2 10 *Psi LLb 54.684 108.0271 Fv :- 75 -psi Fb :- 675 -psi Fcp :- 405 -psi in b := 1.5 -in span L :- 10 -ft hcent 14.145 31.926 25-L q hend :- hcent - 2x6 rafters5,555i—n� 4.25] 4 q 2 12 2x8 rafters 7�5 inI hend - 6.25 -in W :- spacing :- w 2x6@12" 2 s i 6 -in wl q :- ft 2x8@12" 3 s i,q spacing 12• in i 16• in 24 -in sheathing Total Dead Load w2 :- 4.125• psf DL wl + w2 i,q i,q Live Load Allowable determined by: 2 Fv• 2• hend -b-1.251 shear q LLv - DL i , q 3• L• spacing i , q bending LLb i,q 2 8• Fb• b• hcent -1.25 q 2 L -spacing •6 i 2x6 2x8 - DL - 2-psf i,q Bending controls all spacing, 2x8 & 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 6 151.25 224.25 spacing 8 LLv 112.406 167.156 - 12 - 73.562 110.063 in 16 psf 54.141 81.516 24 34.719 52.969 6 74.953 146.0781 spacing 8 LLb 54.684 108.0271 - 12 - 34.414 69.977 in 16 psf 24.279 50.951 24 14.145 31.926 Bending controls all spacing, 2x8 & 2x6. CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 L Comm-nicat-ions K--::icin_s a Wide Bui i di -a - Header Fv 75 -psi. Fb Sheathing & -Fiberglass load ^naf tzr Load (2:-8126") Dead Lead Building Width America = T1 i Cal cul ati ons : / 17 /Q'3 - rev 4/22/9= =_ac 6 675 psi Fcp 405 •ps= wi 4.125•psf w' 4•psf DL .= wt + w2 DL = 8.125•psf W := 1 r0 • f t Desi'an Live Load LL := A ._ k 4::4 12. 25 • si 4::6 19 25 - si 4x8 25.35•=i 4:;153 32. 375 • s i i S 2::811 6" 146 • o=f k 8" 108 • osf 7. 146 -ci 12" 69 •osf 17. 646 • ci _ 16" 50, • osf 30.661 •ci 24" 31 •osf 49.911 • ci 2x611 6" 74 • osf 8" 4::4 54•osf 12" 34 • osf raster sicelaspacing 16" 24•osf 24" 1 . 44 14 • osf Header Span determined by Shear = Lv 1•A •Fv k Lv i,k 3 11 + DL 1 W L ( 1 by bendinq = Lb 8•Fb-S k L5 , k w - FL L + DL� I L 1 Header Si -=e 4::4 4:,6 4x8 raster sicelaspacing 2;, SQ 6" 1 . 44 3.817 8" 1.664 2.615 3.447 4.398 12" 2.042 3.209 4.23 5.396 16" 2.352 3.696 4.872 6.216 24" 2.867 4.505 5.938 7.577 2:-.6@ 6" Lb = 1.979 3.11 4.099 5.23 --ft 8" 2.275 3.575 4.71.E 6.013 12" 2.7633 4.342 5.723 7.302 16" 3.164• 4.972 6.554 8.361 24" 3.812 5.991 7.897 10.075 2:2811 6" 0.795 1.249 1.645 2. 10 1 8" 1.055 1.658 2.183 2.788 12211 1.588 2.496 3.287 4.198 16" 2.108 - 3:312 4.361 5.57 24" 3.11-31 :4.92 6.479 8.275 2::6Cd 6" Lv = 1.492 2.344 3.187 3.942 . f t 8" 1.972 3.•099 4. 0, 5.211 12" 2.9538 X4.57 6.5318 7.685 16" 3.81.:3 5.992 7.891 10.078 24" L5. 53-07 8.-701 . 11.458 14.633 CRABTREE ENGINEERING 510 H Garcia Avenue. Samuel E. Crabtree Pittsburg CA 94565' 510-427-e--320 RCE "14295, -Exp 3/31/97 Communications Buildings of America .Jgb._9303-5 sh 4 of 41 10' Wide Building No Header Calculations '7/17/93 sec rev 4/22/94 sec 6 Hem -Fir *2 (2X lumber) E := 1.2*.10psi Fv := 75• psi Fb 650• psi Fcp : i=. 405 psi Sheathing & fiberglass load wl 4.125•psf Rafter Load (2x8@6") w2 :a 4'psf Dead Load DL wl + w2 DL 8.125•psf Building Width W :a 10 -ft Design Live Load LL A :a S 2x8@ '6" 6 s k k 8" 08• s double plate 72-.626- cL12" 69• f triple plate 5.75'si 3 3 •ci. 16" 0'os 0 24" 3 s 0• si 0• ci I 2x6@ 6" 74- osf 8" 54• osf 12" 34 sf 16 24 sf 24" 4 sf Header Span determined by Shear - Lv by bending Lb 4•A •Fv k 10•Fb-S .Lv : = k j,k 3 rLL + DL1.W Lb L j j, k W FLL+ DLI 'a L j J Top Plate double triple rafter size@spacing 2x8@ 6" 11.528 14.119 0 0� 8" 13.281 16.266 0 0 12" 16.297 19.959 0 0 16" 18.772 22.991 0 0 24" 22.881 28.023 0 0 2x6@ 6" Lb a 15.793, 19.342 0 0 -1n 8" 18.158 22.239 0 0 12" 22.051 27.007 0 0 16" 25.251 30.926 0 0 24" L30.427 37.265 0 0 2x8@ 6" 8.175 12.263 0 0- 810 10.85 16.276 0 0 12" 16.337 24.506 0 0 16" 21.677 32.516 0 0 24" 32.204 48.367 0 '0 2x6@ 6" Lv a 15.342 23.014 0 0 'in 8" 20.282 30.423 0 0 12" 29.911 44.866 0 0 16"" 39.222 58.833 0 0 24" 56.949 85.424 0 0 CRABTREE ENGINEERING 511,O°-H".G&rc a Avenue;Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Commt:nications Buildinas of America j c b 9-0.:-5 sib 5 c- f 10)' !gide Building Floor joist Calculations 7/17/9. sec Hem -Fir Fv 75 -psi Fb 7225 -psi Fcp 405 --psi 6 E 1.2.10 'psi Three eaual span continuous Skid member flange width (bearing length) 1 :_ .1. 885•in floor :foists 2::4 h 3.5'in b 1.5 -in sheathing w2 := 4.125-psf 10' wide building span L := 3.17 -ft spacing 1.5-plf j wl Live Load Allowable as determined by �' 1!s'Fv•h'b shear- LLv . _ - DL j 3.6'L•spacing j t� bearing LLcp ._ i 2 10-Fb'b -h bending LLb - DL 2 j .6'L -spacing j F6 spacing 8 2 in I,,-6 6 spacing .8 12 in 16 deflection LLd 1 6'in j spacing .j DL .= w + w2 + 1'psf DL j j i 8-;n 12 -in 16'in Live Load Allowable as determined by �' 1!s'Fv•h'b shear- LLv . _ - DL j 3.6'L•spacing j t� bearing LLcp ._ i 2 10-Fb'b -h bending LLb - DL 2 j .6'L -spacing j F6 spacing 8 2 in I,,-6 6 spacing .8 12 in 16 deflection LLd 1 shear is critical at all spacings osf 8.125 1 5 6.625 6.25 1�0-� Fcp 1 -b - ii'__ 11'L'spacing i i 3 384 E b•h DL J 1 1� � •�o�ii'L •spacing i 648.679 - LLco 4 85.2^8 X21 .777 psf 240.051 9u. c371 LLd 41: 272 292.473 psf 218.074 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565' 51x3-427-2320 RCE 1429-5 E; o--3/31/97 267.9 LLv 199.644 = 131.388 psf 97.254 568. 126 LLb 268.814 = 177.501 psf 131.844 shear is critical at all spacings osf 8.125 1 5 6.625 6.25 1�0-� Fcp 1 -b - ii'__ 11'L'spacing i i 3 384 E b•h DL J 1 1� � •�o�ii'L •spacing i 648.679 - LLco 4 85.2^8 X21 .777 psf 240.051 9u. c371 LLd 41: 272 292.473 psf 218.074 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565' 51x3-427-2320 RCE 1429-5 E; o--3/31/97 ,_ummLin.ca__ons =L:_nU=- a- tiif:er_(Z J00 :4'_ 511 7 0- ! Mice S�:iici^,; St::id Caic�_L ations 7%1-, 9= sec Mild Steel Fy .36•ksi Fv :_ .4•Fy Fv = 14.4•ksi J E 29.13 •ksi Fb .66•Fy Fb = 23.76•ksi 5" Channel 9.01 plf As 2.63•si Aw .325.5•si Aw = 1.625•si 3 4 H 5.D•in S Z.5-in I 8.8-in Longitudinal interior members - perpendicular to floor joists tributary width W 3.2-ft Worst standard case - 2::4 floor joists L 6" DL := 8•psf LL := 265,psf w :_ (LL + DU 'W w = 873.6•plf w LL•W w = 848•plf LL LL 4-Aw-Fv L L = X5.714 •ft vma:; 3 • w vma:: 8 Fb•S L.. = L = 7.966--Ft bma:: w bma 1 r 764•E- I L ._ 15-w L 7.6.19•ft T6:=, dma:; L LL J L .= i. u L ,L ,L � L = 7.966*ft vma:: bma;: vma:: bma:; L if rL { L ,L,L 1 L = 7.639-ft Ldma:; dma;; J w•L R . = R = =36.89e-lb end 2 end. R .= 2-R R = 667:3.797-lb cent end cent This is a worst case standard building, 13' wide, and assumes a continuous grade beam under the building'perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 9455- 510-427-2::20 rce 14295, Exo 3/31/97 :7 • j , W ._ 2::61112" osL 2::612" J' sf sheathing Total Dead Load spacing ._ i 6 -in 8 -in 12 -in 16 -in 24 -in tv q wl -Ft i,q spacing i W2 4.125'psf DL . = w:. w? i,q i,q Live Load Allowable determined by: j-'Fv'2-hend -b 1.25 shear I q LLv - DL i,q s -Lspacing i,q i bending LLb ._ i,q 8 Fb b hcent2-1.25 q 2 L spacing -6 i - DL - 2'psf i,q 2:,6 Comma^ i c�Rt i Ons RU i l Ci r.as o -r Amer 116.875 127 wide Suiiding - Ra=Ler Caic!:1ations 8 LL,/ 66.625 6 12 Hem -Fir #'2 (degrade to #.3) - E ,- 1.2-10, 'psi in Fv := 75' psi Fb := 67 5 -osi Fco := 405 -psi 41.25 b .= 1.5 -in span L .= 12 -ft hcent ._ 26.125 4k.-25- G " [,2,5-L hend . = hcent - 2:-:6 rafters 15.5 ; n 1 6- 1-4 q q '' 12 :8 rafters 7.5 in bend = L6.j'in W ._ 2::61112" osL 2::612" J' sf sheathing Total Dead Load spacing ._ i 6 -in 8 -in 12 -in 16 -in 24 -in tv q wl -Ft i,q spacing i W2 4.125'psf DL . = w:. w? i,q i,q Live Load Allowable determined by: j-'Fv'2-hend -b 1.25 shear I q LLv - DL i,q s -Lspacing i,q i bending LLb ._ i,q 8 Fb b hcent2-1.25 q 2 L spacing -6 i - DL - 2'psf i,q Pending controls all spacing, 2::8 & 2::6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exo 3/.31/97 2:,6 6 116.875 177. ,si5� spacing 8 LL,/ 66.625 = 12 = 56.375 86.625 in 16 psf 41.25 63".'9:8 74 26.125 4k.-25- 6- 48.957 97.738 spacing 8 LLb 35.187 71.7=12 = 12 = 21.416 45.807 in 16 psf 14.5=1 32.824, 24 7.646 19.841 Pending controls all spacing, 2::8 & 2::6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exo 3/.31/97 Communications Buildings of America Job 9303-5 sh 8 of 41 12' Wide Building - Header Calculations 7/17/93 sec rev 4/22/94 sec 6 Hem -Fir 172 E :- 1.2.10 psi Fv := 75•psi Fb := 675•psi Fcp := 405•psi Sheathing & fiberglass load wl := 4.125-psf Rafter Load (2x8@6") w2 := 4-psf Dead Load DL := wl + w2 DL = 8.125•psf Building Width W := 12 -ft Design Live Load LL A S 2x8@ 6" 00 sf k k 8" 74' s 4x4 4x6 4x8 4x10 12.25•si 24' osf 9.25- si .3 i 32.375, si 7. 46•ci 12" 48 sf 17.646,ci 16" 35' sf 30 66 •ci 24" 22 49.911*ci 2x6@ 6" 51' sf 8" 12" 16" 24" 37 s 24' osf 7 sf 10 sf Header Span determined by Shear = Lv 4-A •Fv k Lv _ j , k 3. L 1 j JLL + DLl , W by bending = Lb 8-Fb-S k Lb j,k WJLL j + DLJ Header Size 4x4 4x6 4x8 4x10 rafter size@spacing 2x8@ 6" 18.891 29.686 39.132 49.927 8" 21.677 34.063 44.901 57.287 12" 26.221 41.204 54.314 69.297 16" 29.913 47.006 61.962 79:055 24" 35.79 56.241 74.136 94.587 2x6@ 6" Lb a 25.547 40.145 52.918 67.516 -in 8" 29.243 45.953 60.573 77.283 12" 34.658 54.463 71.791 91.595 16" 39.19 61.584 81.178 .103.572 24" L46,141 72.507 95.576 121.943 2x8@ 6" 11.329 17.803 23.445 29.942 e" 14.916 23.44 30.868 39.422 12" 21.826 34.298 45.167 57.684 16" 28.406 44.638 58.783• 75.072 24" 40.664 63.9 84.149 107.469 2x6@ 6" Lv e 20.719 32.558 42.875 54.757 -in 8" 27.147 42.659 56.177 71.745 12" 38.132 59.922 78.911 100.778 16" 48.756 76.617 100.896 128.856 24" X67.586 106.207 139.862 178.621] CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buildings of America Job 9303-5 sh 9 of 41 12' Wide Building No:Header Calculations 7/17/93 sec., -- rev 4/22/94 sec 6 Hem -Fir 1-ur-2 (2X lumber) E := 1.2.10 psi Fv := 75 -psi Fb 650•psi Fcp := 405 -psi Sheathing & fiberglass load wl 4.125,psf Rafter Load (2x8@6") w2 := 4-psf Dead Load DL :- wl + w2 DL = 8.125-psf Building Width W :a 12 -ft Design Live Load LL :- A : = S : = 2x8@ 6" 00 s . k k 8" 7 s double plate 0. •si 2 626•ci 12" 48 sf triple plate 15.75- si 3 39•ci 16" 35' s 0• s • 0• c' 1 24" s. 0• si 0- ci2x6@ 6" 51 sf 8" 37 s 12" 23 sf 16" 16' sf 24" 00 osf Header Span determined by Shear = Lv 4'A •Fv k Lv j,k 3• FLL j + DLI • W Top Plate rafter size@spacing 2x8@ 6" 12" 16" 24" 2x6@ 6" Lb = 840 12" 16" 24" Lb j,k by bending = Lb 10-Fb-S k W. ILL + DL I LJ double triple 12.564 15.388 0 0 14.417 17.657 0 0 0- 17.439 21.359 0 0 0 19.895 24.366 0 0 28.062 23.803 29.153 0 0 24.348 16...991 20.81 0 0 • in 19.449 23.82 0 0 23:418 '28.681 0 0 0 26.599 32.577 0 0 0 45.834 56.136 0 0- 50.602 2x8@ 6" 9.711 14.566 0 0- 846 - 12.785 19.178 0 0 12" 18.708 28.062 0 0 16" 24.348 36.522 0 0 24" 34.855 52.282 0 0 2x6@ 6" Lv a 17.759 26.638 0 0 in 8" 23.269 34.903 0 0 12" 33.735 50.602 0 0 16" 43.523 65.285 0 0 24" X129.231 193.846 0 0 CRABTREE ENGINEERING .5.10 H Garcia Avenue : Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 CCm.T.!lL?1C_i=iOnS 6 U i I -_ i n Q S Ot A(n2C-A JCO `'.•'S'.—� c.. �Q =. "�-1 12' Wide Suildinc Floor Joist cuia'tians 7/17 /19 SaC Hem-;='ir Fv .= 75 -psi Fb 725 -psi Fcn 405, --psi 6 E .= 1.2.10' -psi Thres eQuai span continuous Skid membe- flange width (bearing length) 1 := 1.385 -in floor joists 2x4 h 3.5•in b 1.5 -in sheathing w2 = 4. 125 • psf 12' w --de building span L 3.6 -ft spacing 1.5•plf T W1 .= '___6in j spacing 8•in. j 12 -in DL wl + w2 1-psf DL 16 -in j j j Live Load Allowable as determined by psf 8.125. 2-10'Fv-h-b 7.7.75 shear LLv . _ - rj; 6.625 j 3. 6-L•spacing i 6.25 10', Fcp-1'b — DL i bendinq bearing LLcp ._ - IS-Fb•b-h LLb . _ - DL j 2 j 6 •soacinq i deflection LL ._ i shear is critical at all spacings II -L -spacing i 384-E•b•h b 1=.5-360—L -spacing 234.931 spacing 8 570.227 LLv LLcp 174.917 = 1 _2 = 551 114. 903 i n L16� 10. 632 psf 84.896 � 0, . 3G2 6 LLd 298.945 ''77. 409 spacing 8 197.588 LLb psf 2.36.776 = 12 = 136.142 in 16 psf 100.825 shear is critical at all spacings II -L -spacing i 384-E•b•h - DL j CRASTFE= ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295,- Ei<p 3/31/97 . J r 3 1=.5-360—L -spacing i 570.227 LLcp (426.389 551 psf�2S2. 10. 632 � 0, . 3G2 LLd 298.945 = 197.588 psf 146.91 - DL j CRASTFE= ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295,- Ei<p 3/31/97 . J r s Communications Buildings of America 12' wide Building Skid Calculations Mild Steel Fy 36•k'si Fv .4 -FY E 29.10 •ksi Fb .66 -;7v 5" Channel 9.0 plf Job 9203-5 sh /I of 7/17/93r =ec Fv = 14.4 • f:si Fb = 23.76 • ksi As 2.63-si Aw .325.5-si Aw = 1.625-si -3 4 H 5.0 -in S .'s.5 in I .= 8.8 in Longitudinal interior members - perpendicular to floor joists tributary width W Worst standard case - 2-.4 floor joists @ 6" DL := 8.125 psf LL 235-psf w (LL + DL) •W w = 875.25 •olf W LL -W w = 846,olf Span by shear LL LL 4•Aw'Fv L L = 35.647 • f t vrna1% - w vma%" Span by bending 1 Fb•S L L = / . 95` • f t bmax ,I w bma-z 1 Span by deflection 384'E'1 1 L L = 7.645 --ft dma:; 5 w 360 dmax LL L if rL < L ,L ,L L = r.959 -ft II vrna:; bmax vma.x bma:: L if jL < L ,L.L 1 L = 7.6a5 -ft L dmax; dma Reactions for desion of foundation . w L R R = 3.346 • 107 l b end 2 end R 2-R R = 6691.667 -lb cent end cent This is a worst case standard building, 12' wide, and assumes a continuous grade beam under the buil ding.perimeter and piers under all interior skid member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94553 510-427-2323 RCE 14295J, Ex 3/=1/97 Communications Buildinas of America Job 9770 -5 sh)2o 44 13' Wide Building - Rafter Calculations 7/17/93 sec 16 p s f 36.292 57.177 o 24 Hem -Fir #2 (degrade to #3.'r C .= 1.2.10 •osi 6 F\i := 75'osi Fb := 675 -psi Fca := 405'psi LLb b .= 1.5 -in span L := 13 -ft hcent ._ 17.046 37.681 in 'L psf 11.2533 26.7_9 qhend 24 . = hcent - [2,25 2::6 rafters 5. 5 i n F- 875 q 12 2::8 rafters 7. 5 • in bend = ��. 875 in w :_ spacing := w q i q 2::6@12" 2: sf 6 -in 2x8@12" 3 osf 8•in i'q spacing 12' in i 16 -in 24 -in shea�hing w2 := 4.125 -psi Total Dead Load DL .= wl + w2 i. i,q Live Load Allowable determined by: 2*Fv'2•hend 'b'i.25 shear q LLv - DL 4 -,L-spacing i,q i L J bendinc LLb i,q I 8'Fb•b-hcent-•1.25 q 2 L spacing '6 i - DL - 2 'psf i. C! 2:: 6 2:< 8 61 F103.654 159.346". spacing8 LLv 76.709 118.478 = 12 = 49.764 77.611 in 16 p s f 36.292 57.177 24 22.82 36.743 6 40. 217 81.486 spacing 8 LLb 28.632 59.583 = 12 = 17.046 37.681 in 16 psf 11.2533 26.7_9 24 5.461 15.778 Bending controls all spacing, 2::8 & 2::6. CRABTREE ENGINEERING 510 H' Garcia --,Avenue Same -1% E Crabtree Fittsbura .CA 94565 510-427-2320 RCE 14_295, Exo 3/31/97 % Communications Buildings of America Job 9303-5 sh 13 of 41 13' Wide Building - Header-Ca.lculati-ons 7/17/93 sec rev 4/22/94 6 Hem -Fir #2 E 1.2`10 • psi Fv := 75• psi Fb :'a 675 • psi Fcp := 405 -psi Sheathing & fiberglass load wl':a 4.125*.psf Rafter Load (2x8@6") w2 4-psf Dead Load DL- -:= wl + w2 DL = 8.125•psf Building Width W 13 -ft Design Live Load LL :m A :_ S := 2x8@ 6" 8 sf k k 8" • o 7 6 0 6 -c' 49.911•ci 4x4 4x6 4x8.. 25.35 si 4x10 32.375 si 12" 7 16" 26•osf. 24" 15• s I 2x6@ 6" 40• sf' 8" 28- sf 12" 17- s f 16" 11- sf 24" 5- osf Header Span determined by Shear*- Lv 4-A - Fv k Lv j , k 3• FLL + DLI . W L J by bending = Lb 8-Fb-S _ k Lb j,k = IW- rLL + DL a L j I Header Size 4x4 4x6 4x8 4x10 rafter size@spacing 2x8@ 6" 19.992 31.415 41.41 52.834 8" 123.036 36.199 47.716 60.88 12" 28.096 44.15 58.197 74.252 16" 32.308 50.769 66.923 85.384 24" 39.247 61.673 81.296 103.723 2x6@ 6" Lb = 27.206 42.752 56.354 71.9 8" 31.401 49.344 65.044 82.987 12" 37.653 59.168 77.993 99.509 16" 43.157 67.817 89.394 114.055 24" L52.095 81.863 107.909 137.678 2x8@ 6" 12.687 19:937 26.255 33.531 8" 16.846 26.472 34.86 44.521 12" 25:059 39.378 51.856 66.226 16" 33.136 52.071 68.571 87.574 24" 48.898 76.84 101.189 129.231 2x6@ 6" Lv 23:497 36.923 48.623 62.098 8" 31.302 49.188 64.775 82.726 12" 45:006 70.723 93.134 118.944 16" 59.125 92.911 122.353 156.259 24" L86.154 135.385 178.286 227.692 in in CRABTREE.ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buildings of America Job 9303-5 sh 14 of 41 J 13' Wide Building No Header Calculations 7/17/.93 sec Hem -Fir 1#2 (2X lumber) Fv := 75 -psi Sheathing & fiberglass Rafter Load (2x8@6") Dead Load Building Width W rev 4/22/94 sec 6 E 1.2.10 -psi Fb :=.650 -psi Fcp := 405•psi load wl := 4.125•psf w2 := 4•psf DL := wl + w2 DL = 8.125•psf 13 -ft Design Live Load LL a= j A := S := 2x8@ 6" 81 sf k k 8" 5 sf double plate 10.5•si 2.626•ci 12" 37 s triple plate 15.75•si 3.939•ci 16" 26 sf' 0• si 0• ci 24" 15,psf ' 0 si i 0 ci2x6@ 6" 40 sf 8" 28 s l 12" 17 sf 16" 11 sf Header Span determined by Shear = Lv by bending = Lb 4•A •Fv k 10' Fb• S Lv k j , k 3 • [LL + DL] W Lb j , k W FT 'L + DL A L J 1 Top Plate rafter size@spacing 2x8@ 6" 8" 12" 16" 24" 2x6@ 6" Lb - 8 11 12" 16" 24" double triple 13.296 16.284 0 0� 0_ 15.321 18.764 0 0 0 18.686 22.885 0 0 32.218 21.488 26.317 0 0 28.402 X26.103 31.969 0 0 24' 18.094 22.161 0 0 •in 20.884 25.578 0 0 1 25.042 30.67 0 0 0 28.703 35.153 0 0 57.865 34.648 42.434 0 0 50.679 2x8@.6"10.875 16.312 0 0_ 8". 14.439 21.659 0 0 12" 21.479 32.218 0 0 16" 28.402 42.604 0 0 24' 41.913 62.869 0 0 2x6@ 6" Lv 20.14 30.21 0 0 'in 8" 26.83 40.245 0 0 12" 38.576 57.865 0 0 16" 50.679 76.018 0 0 24' L73.846 110.769 0 0J CRABTREE ENGINEERING 510 H Garcia Avenue :Samu.e I - E_. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp:3/31/97 Communications Bulldin s of America job - -5 sh/,5�cf Wide Sui idi nq Hoer Joist Calculations 7/17/97 =ec Hem -r= i r Fv 75 psi .b 725 • psi Fca 405 • psi 6 E 1.2,10 -Psi Three eauai span continuous Skid member flange width (bearing length) . 1 1.885 -in floor joists 2::4 h 3,.5 -in b 1.5 -in sheathing w2 : = 4. 125 • psf 13' wide building span L 4.2 -ft spacing 1.5-plf 6 -in j spacing 8•in j 12 -in DL wl + w2 + 1-psf DL .: 16 -in Live Load Allowable as determined by psf 8. 125 2. 10•rv-h •b 7.7.75 shear L,.v - DL 6.625 j 6•L•spacinq i 6.25 L i 1`�•rcp 1 •b • bending bearina 2 10-r=b-b-h LLb ._ i 6-! spacinc . i deflection LLcp . _ - LCL j 11-Lspacing i i - DL i . . 3 N84-E-b•h shear is critical at all spacings 12-5.360•L 6 7200. 208 sAacir.c_ 6 LL,/ 148.875 = 12 = 97.54^ in 16 psf 71.875 6172.418 psf 01.655 spacing 8. LLb 149.96 = 12 = 98.265 in 16 psf shear is critical at all spacings 12-5.360•L -spacing i 487.606 LLcp 364.423 ^41.24 psf 179.649 249.077 LLd 185_.526 = 121.976 psf 90.201 - DL j CRABTREE ENGIPEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Communications Buil dings of America Jcb 9.?s%� =:-5 s+� /(� o* 13' Wide Building Skid Calculations 7ii7i`?_ sec Mild Steel Fy 36-ksi Fv .4-Fy Fv = 14.4-k=i E . = 29 • 1ST -ksi Fb . _ . 66 •Fy Fb = 235.76 -ksi Channel 9.0 plf 2 2 As . = 2.63 -in Aw . _ .13215 -5 -in Aw 1 . 625 • i n 2 3 4' H 5.c in S 3.5 in I 8.8 -in Longitudinal interior members - perpendicular to floor joists tributary width W 4.0 -ft Worst standard case - 2;;4 floor Joists is 6" DL := e.Psf LL .= 210..psf w .= (LL + DL) •til w = 872-olf W, LL -W w e40pl, LL LL 4-Aw-Fv L .= L -5.78 •ft vma;: J • w vmaX 8 - Fb • S L - 7.97.74 -ft borax w bora;; 1 ,�s4•E- I L L = 7.664 -it Cora:: 5 -w 360 dmax LL J L L w • L dmax R .= R 3 =41.3P=7 1b end 2 end R 2-R' R 6662.655 -lb cent end cent This is a worst case standard building, 13" wide, and assumes a continuous_ grade beam under the building perimeter and piers under all interior skid' member intersections. The foundation must be engineered for each specific site, and such foundation engineering shall include a check of the skid members should these assumptions not be fulfilled. CRABTREE ENGINEERING 510 H Garcia Avenue Pittsburg CA 9455.3 51LP-427-2.32�ff RCE 14295, Exo3/3-1/97 •J �_ . .. . . _ • 9283-5 e /� mcun=Ea==ons SUil .G12 o. America soo §ei�d:ng.3 - ..__e C3,;ce Cat=s 7 1Z93 sec revise@ Gz3Z93 sem Hem -Fir stud grade E := 1.2*1@ •psi F= := See•psi Ft := 375'psi 16d Mail Lateral Load p := 122'1.b (Table 12.32 NATIONAL DESIGN SPECIFICATION FG F., WOOD CONSTRUCTION - 1991 EDITION) §x4 cross sectional area 2 A := 5.25'4-n Maximum Ccmpressive Load in 2=4r (tension is less) C := Ee•A 3 c = 2.62§-!§ •1b Segzired number cif nails C N = 21.31-6 use Length o3 Gaa z=:ice L := 48 -in SpasiRg c3 pairs cf Naiie L - =2'2 -in> S := S =.4•iR .SN . chores Solice 2x6 cross sec=icnai area 2 A := 2.25 -in maximum tension Load in 2,.,0" C := Ft -A•1.33 3 - = 4.115•!§ `lb Required number cI nails C N :_ - N = 33.727 Use N 0 ONLY 2: UNDER - OK Length o3 Lap Splice L := 48 -in Use I.I. rows o7 3 nails on each side .. .CRASTREE ENGINEERING . . . S!e H Garcia Gvenue Samuel E. Crabtree Pittseera EA 94565 0- 9 3 = �Z51Z97 job 9-1037-5 sig i g oT Lt 7/i7/9Z sec �7J Communications Buildings of America Tiedcwn plat= Calculations Mild Steel Fri . _ 36. ksi Fv . 4 •Fy Fv = 14.4 -ksi y E -= 29.10 -ksi Fb ._ .66•Fy Fb = 23,76-ksi Design Wind Load p := 56•psf (1113 mph) Maximum Building Height H il-ft Thrust or. Building P p -H P = 616•plf H 3 1b Overturning Moment OTM : = F • - OT11 = 3. 588 l0 • f t - - st Width o= Building (narrowest is worst case: W 10-+t Required r_ght-ing moment RM . = 1 . OTM _ lb R.", = 5.0e2•10 -ft- — f t :Dead load of bui ldinc CO- _ ? (c3 ps- y a p3T 11 UL = 292 1 r T rig�,ting moment due to Bead Load W Ib RM .= LCL - R1.1 = 1-46 10 F;-- OL -uL 2 OL f t Required right-ing moment from tiedowns R(1 . = RM - RN lb TD DL RM, =:3.6-22-10 -.ft-- TD ft•— TD f t CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 9455: 510-427-23220 RCE 14=05. E:<a 3/31/97 Job 9-07-5 h ;13 of 4-I 7!17!9= sec Com;-�u^ications BLUJ idinQS of America Tiedown' plate Calculations (cont) Tiedcwn spacing Sp 4.25-f" -- May be achieved by spacing tiedowns evenly at 4' (max) apart, or by placing two tiedewns every 8' 6" (max), the pair spaced (min) apart. Fprce to T i edowns Rif TD F -Sp F = 1.539 -kip W Moment in Tiedown Plate TDm 1.5•in•F _ Tum = 2.'3'09.10 -in-lb Sending stress in plete Allowable 27.76.ksi TDm•6 Shear in Tiedown Plate TDv := F TDv = 1 . 539 k:i p 'hear stress in p l ate Allowable 1 4. 4• ks i TC -v fv -Fv = 1.095 -ksi (7'.5 - .6875) -in-.5-in Tension in Anchcr Boit Allowable := 1.5 -kip ABt (F) ABt = 1.5'9'kip Check: shear on Tiedowns (same for bolts from floor to. skid) Total shear force per bolt Fv := P•Sp Fv = 2.618•kip Allowable := 2.75*kip CRAB, T FEE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 9455.E 513-427-25'2 RCE 14295 Exc 3/:1/97 Communicaticns 8uiidlnqs o" AmericaJab 'C? Z 0: -5 _?l L0 O+ Y/ MUM M =e= Minimum diaphragm horizontal dimension for shear wail as controlled by building height and vertical diaphragm ratios (USC Table No. 25-1). Diaphragm Height = Building Height - 1' SH := DH .= BH - 1'ft Diaphragm Width GH k k. k: k 8.0 ft 7 t 2 DLV _ 8.5 -it 9.0-4t i1-7.5 a 0. 14Z (•: 3.5 ;2.256 9.5'ft DH = 18.5 ('?L DW 9I = h. 429 ft E. 57 1 10. s F 19.5 P.714 REFS. r' S. - i I lis"� J g.857 .j Maximum Building length without intermediate wall or rigid frame as controlled by building width and horizontal ciaphram ratios (UBC Table No. 25 -Ii . Building length (BL7 = 4 X Building width QW) 8L 4 -SW r i i 1_ ft i BL = 148 •fig 1L�2 Cn^ABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Craotree Pittsburg CA 94565 510-427-2320 nCt.'11= 295. Exp /Zl/ 97 Job 9303-5 sh 21 of -a.1 7/17/93 sec rev 4/22/94 sec Communications Buildings of America Shear Calculations - 10', 12' & 13' wide buildings - Roof Hem -Fir Framing lumber - Group IV factor f :- 0.65 5/8" sheathing, both sides, 10d" @ 6", nominal 2" edge framing Case 1 Application UBC Table No. 25-J-1 av 425•plf allowable v :- 2-av•f v 552.5-plf Height of Building BH :- 1 ft 9.0• ft 9.5 -ft 10.0• ft I 10.5 t 1 .0• ft Width of Building a depth of roof diaphragm W Design Wind Pressure (110 mph) i ! 10 ft 12• ft'; 1 p 56.0 psf Allowable length of building (as controlled by shear in roof) CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 Width 4-W •v 10' 12' 13' Building i height L := 46.429 55.714 60.357 8.5' j,i p- BH 43.849 52.619 57.0041 9.0' j 41.541 49.85 54.004; 9.5' L a 39.464 47.357 51.304 ft 10.0' 37.585 45.102 48.8611 10.5' 35.877 43.052 46.64J 11.0' CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 HD5 4665 lb HD6 6080 lb none 1000 lb I ASTREE ENGINEERING 510 F. Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510'=427-23120 RCE 14295, E., -.-b 3/3-1/97 Commun i cat: on's Sui l d i ngs of America Job q307-5 sh i L of 41, 7/1//93 ser Data: and formulae for shear -fall ralcLIiations "UFC Table No. 23-G, Exposure D, c3-15 ft. high Ce .= 1..;9 UBC Table No. C3` -H, Method 2, less than 4O ft. tall Cq := 1.3 UBC Table No. qs E30 mph 16.4sf 9r3 mph 20.8 • osf 100 mph 25.6 sf UFC Table No. 23`-L, Special Occupancy Structures I .= 1.00 Design Wind Pressure p := Ce•Cq•gs•I r 635-1 801 mph p1 = .586 psf 90 mph 46.2591 100 mph For end wall shear and hold downs Building Length = EL Building Height = SH Total Shear Wall Length = Sig! Total Smear per end = V Unit Shear = v Uplift Force = , For side wall shear and hold downs Building Width = BW Building Height = SH Total Smear Wall Length = SW Tctal Shear per side = V Unit Shear = v Uplift Force = F BL'BH•p BW-BH'p V 4 4 SW Allowable Shear for 5/8" CDX one side only DF edge nailing i HF . = 2 -DF . 65 6" -403 1 f j 442 4" 510 1 f 663 3 of 665 1 f Allowable Shear for HF = 865 •plf ^" 87r•olf 113`1 Allowable Hold Down Load per HD2 3.30YO lb HD5 4665 lb HD6 6080 lb none 1000 lb I ASTREE ENGINEERING 510 F. Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510'=427-23120 RCE 14295, E., -.-b 3/3-1/97 Communications SuiIdines of America yob Weld size for hold down anchor to skid -Fc:- HD'1`5" s ani_ P = Permissable eccentric load in kiss assume symetrical, then 1/2 to each. side 6.o e P := kip r = .04 -kio 1 = length of each weld in inches 1 2 in a*l = e = eccentricity e ( . '25 + . 25 + . 96275) • i n e = 1 . 544 • in e 1 Saecial Case, Load net in Plane cf welds iX C =rain. A=SO manual C (.275 - (.C7S - .'24 i C = r1.254-}:oi D = number c= 16ths of an ince in fillet weld si=s P 0 = 5. X96 C•1 use 6/16" = /d" fillet welds Width oz :,/G" Plate = W e . _ (. •3)25 + . 25 + . 96875) - i n W .= e + (-.325 .96e75 + .25)•in W = 2.4ZG•in CRASTREE ENGINEERING 51.0, H Garcia Avenue Samuel E. Craetree PittsburgCA 94.65 _ i?�-4_ 7, -227_aRCE 1420'15, _: o 3/'.-_-r!/`97 s Job 9 =0Z-5 Sig Z r g= 4.I Communications Buildings o= America 7/17!9-7 sec End Wall Shear and 'Hold Down Requirements (pace 1 ) Design Hind Speed - B3 ooh (29.63 psf) ictal Total Shear Length Wind 3ailding Building 3ailding Building per Shear /tall Unit Up!iit Hoiddoun Edoe Pressurereight Height Length Length Eid In End Shear Force Required Hail (psi) (f t) (it)(in) (i t) (ft)(in) (lb) (f t) (i n) (plf) (Ib) Spacing (in) 29.63 8,56 a 6 25.03 20 a 1259 2 6 584 4282 mals 4 3 3 387 3-73 HOZ 6 22.5E 22 6 1417 2 6 567 4817 H�76 4 2 7 549 4061 nus 4 3 i 386 3-84 P52 6 25.04 INC 4 1574 2 6 636 5352 X36 4 2 it 543 4507 053 4 4 1 325 3277 s.- 6 27.57 27 6 1732 2 6 693 SeS7 Hui 3 3 2 547 464S 4 6 385 321! H.-.') 6 36.01 tj i 1987 2 8 703 61.7 HOE 3 3 545 4587 FO.; 4 4 I! 554 3-56 'c 6 32.5i _ 6 2846 2 !! 762 4?64 406 3 3 9 546 463S -5 4 5 4 3"c4 32c! �_ 6 Z.10 35 6 -214 3 1 715 6111: F.* 3 4 I 5"7 4527 F05 4 5 9 363 325: I:_2 6 9.93 'r 0 M ii 29 3 1333 2 7 516 43c7 H55 4 3 8 364 37:9! H.2 5 12.5% 22 6 1500 2 7 581 4536 F-36 4 2 1! 514 4371 (i.5 4 4 363 3068 u]2 6 25.00 -5 3 1667 2 7 645 5424 H.6 4 3 3 513 4359 H05 4 4 7 364_ 3691 ev2 6 27.51 27 6 1633 2 7 715 6832 HO6 3 3 7 512 4347 c.5 4 5 1 361 3866 H^2 6 35.66 30 0 2003 3 8 667 5667 NO6 3 3 11 511 4340 H05 4 5 6 364 3n71 Fut 6 52.58 32 6 2167 3 3 667 5667 H06 3 4 3 516 4333 HO5 4 5 1! 366 3113 HO2 6 35.00 35 0 2333 3 6 667 5667 096 3 4 7 Si? 4327 HOS 4 6 5 364 3091 H�02 6 CRA.BTREE EtIG I NEER ING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 51:x-427-2.320 RCE 14=95, E::p 3!s1!97 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-4?7--2'20- RCC 14-295, Ex :3 97 f Job _,-5 Sn Canmunicaticns }Build nas of America' 7!I IZ-, sec End Wall Shear and Hold'Down Requirements (pace -2) Design hind Speed = E3 aph (29.63 psi) Total Total Shear Length hind Building Euilding 3uildirg 3iilding per Shear Nail Unit Uplift Holddown Edge Pressure Height Height Lenoth Length End In End Shear Force Required Nail (psi) (f t) (-Min) (f t) (it)(in) (lb) (f t) Qn) (P; f) (16) Spacing (in) 9 6 29.93 29 8 1467 2 9 512 4662 H06 4 2 it 483 4564 H05 4 4 1 345 3274 H02 6 22.59 22 6 1523 2 9 576 5473 H:�6 11 3 3 487 462,5 H95 4 4 7 345 32€2 HK; 6 25Q 2a 79 b4E" 6eiE y96 4 3 7 491 4605 H): 4 5 I 346 31Etl "J1 6 17.59 121 b 1735 3 1 61,5 :963 Hub '. 4 3 424 4596 H95 4 1 34: 4-`.) fa L'1 - 4 4 =i:7 4;-N Has b 1 347 32?, Hut 5 �1..� 32 6 2:7I J 638 6i,.3 4 i P 116:6 595 `. 6 8 343 3251 M 6 35..0 35 ? 2463 3 ! 1 619 ; 14 r.9b 5 1 4;; 1695 H -; 4 7 2 3411 3205 Hu; b !3.83 !ii 3 19.:2 29 9 1482 1 !!58wc cyf9 396 4 3 3 456 4'�3 K5 4 4 6 319 321'2 Hut e 22.."i 22 6 1667 2 11 -71 5714 406 4 3 7 465 4651 H95 4 3 1 327 3279 202 6 25.96 25 8 02 3 1 621 6146 Hub 4 4 8 463 4636 FOS 4 A 5 8 321 3208 H02 6 17.5E 27 b 1837 3 5 596 5962 Hob 4 4 5 461 4611 HOS 4 6 3 326 3259 M 6 30M 36 6 1222 3 8 686 6661 Hob 4 4 18 460 4598 HOS 4 b 9 529 3292 H02 6 32.51' 32 6 2497 4 f 631 6019 H06 4 S 1 466 466E Huy 4 7 4 318 3233 Hut 6 35.2: 35 i 2593 4 4 598 S9o3 446 4 5 7 464 4644 H05 4 7 11 327 3275 H91 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. 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C :•.Q W r m tS, ISI :✓ m .-• 191 I- In Ir) N V• �. �• a- •V In f1" .-• 11r r`I V) to r4 �• .O •T W ,� r r ...I n 1 V O, (b L O c' /-� d 1. d i1 /7 /7 1!1 r7 V• t/-1 r7 M •<l 1rf V• .O M r� .►• to •T .o rD 1n tel r7 H V'7 M •�• .O r7-0 •�• -0-r V7 - rt V7 M .O W V7 •O rF P U / t J CIS IV Zn •rI � to L 0- a .0 c' of tar] A iin ti ti �' i [r� r`/ o i3' ltni rt 'o It IO d •+ w ... t:; hl 1.1 iV {mss 1 _ r•1 N eXc 1>+ 3 r 0 O r a v ..c, .o m .o •s, Is, m o to w .o m A e v c " U)to •� J « ts� r•� to tV - N CISt•/ 17 IH 7 N N: N 17 H I1 U,U t7° Q1 -- N c I of o. ,1 c r_ z, .a./ �-. L to tSi to u to is: to "I ts, Ia to !i in .L Q N •3�1 try VI to y .v•}' 1 -u r/) '� J v N eVt In I� to CIOt�1 ri ) S, V9 rr ts; N If7 . r -t to t-) i`I N N N /7 M I••'> IiJ rti � rn -� U1 L c: i, r� .. C •Ij r" u ry .� .a W O W 1 GO 'rw In �. .,t C •" U) tT C. ru .r: .... v 17 16 if I to U r� oI •=' tt1 to C SO E 3 ... E _c Ut u1 Ir, c s to V U ll) `X. Job c_a�=-5 % o Communications Buildings. or' Amer -ice. 7!17/=3 =_ec End Wal I S'neer and Hol d' Jolwn Recz irament,=— (oma, -e 4, Design Wind Speed = 90 aph (371.-9 psi) Xind aclid:ng 2..ulid4ng iulld:ng iuilding Total TOtai Unit U;li t COiddcAn Edge Press'3re 'reight 'reight Length Length Shear Length Shear Force Required Hail (psi) (it) (ftl(in) (ft) (ft)(in) per Shear (plf) (1bl Spacing Erd Mall (in) (1:) (it) (in) 337.59 a.56 a 6 28.03 23 6 159a 2 6 639 5432 Erb 4 1552 2 11 546 4656 Ery 4 ISH 4 2 3a3 3259 H02 6 .22.5E 22 6 1797 2 7 696 5714 H'_'6 2 1747 3 4 539 4543 H -US 4 1797 4 8 3a5 3274 HE, 1-6 6 25.en L5 i IiU 2 13 7.5 X791 H06 2 ICU 3 G 54 46:9 HE, 4 1771 J 2 321 3295 r.1'2 6 27.53 27 S 2795! 3 1 712 6456 -6 2 2137 ! Ka 4.5.73 HDS 4 2191 ? 3a 3275 1i': 6 .N.H J8 i 23._ 3 r 7i! 596i H::6 2 23Yc 4 J .743 5 4 23;1. 6 3 3:;3 31.77 i,2 6 32.5:7 32 6 ?590 _ 706 35.x5 35 n 2746 4 I 6a5 5x28 H06 2 1790 5 9 4C'6 4133 HS 4 2746 7 3 366 3279 Hut 5 9.9: 4 a 29e.9i 23 3 1642 2 i 655 SM Hub 4 1692 3 4 H7 4567 ED3 4 1692 4 a .762 5262 Hut 6 22.Se 22 6 19E3 2 IE 672 6043 Hr6 2 1463 3 9 537 4567 45 .4 1963 5 3 362 3262 Hut 6 25.00 25 0 2114 3 2 66i UP Hc6 2 2114 4 l 512 4663 Huy 4 2114 5 1B 362 3262 HOZ 6 21.50 27 6 2326 3 6 663 5961 H06 2 2326 4 6 517 4652 H05 4 2326 6 5 362 3252 H02 6 38.80 3S 8 2537 3 18 662 5957 HOb 4 2537 4 II 516 4645 Ery 4 2537 7 0 362 3262 HOZ 6 32.51 32 6 2744 4 1 673 6059 Hub 2 2749 5 4 515 4639 H05 4 2749 7 6 - 367 3294 HOZ 6 33.9e 35 a 2964 4 5 670 6032 Hr6 2 2960 5 9 515 4635 HUS 4 296- 8 1 366 32% Hut 6 CRASTREE ENGINEERING 510 1-1 Garcia Avenue Samuel E. Crabtree Pittsburg CA 945., 5 i� 51 0 —4?7—=='=iii RCH- 1420 , E:, r- _ /:! 1 /97 Job 9 03 Sn Z8 0 1 Communications Buildings of America, 7/17/93 -ec End Wall Shear and Hold Gown Requirements (page- 51, uesign Wind Speed = 90 aph (37.59 as;) Wind ouilding 3uilding Building 3uiiding Total Tota: Unit Uplift HoldMn Edge ?ressure, Height Height Length Length Shear Length Shear Force Feguired flail (psi) (f t) U (in) (it) (fU Un) per Shear (pif) Uhl Spaci.rg End Nall (in) Ub) (ft) (in) 9.59 9 6 23.93 29 9 1756 2 19 630 5197 Hua 4 1786 3 8 487 4625 HOS 4 . 1786 S 2 3;6 3283 19a2 6 22.59 22 6 20P 3 2 634 692s HO6 4 2:99 4 2 492 458: Hast 21199 5 It 344 3271 uB2 6 2;.93 25 3 2232 3 6 63e 6958 rir6 2232 4 7 48/ 4626 H:. 4 2232 6 6 343 3262 H82 6 2-1.56 27 6 2455 3 11 627 575s •r. '6 4 2x55 5 ? 491 4669 1i1,15 4 :455 / 1 347 3293 1(J2 6 38.38 39 0 2679 4 3 630 5iS7,9 6 4 2578 5 6 *7 4i2l Eu5 4 2678 i 4 34il HL2 6 32.58 32 6 2C51 4 % 033 6: 1- ASC 4 2?$i 2591 a 5 3;3 3275 012 6 35.98 35 3 3125 4 11 676 6:37 Huy 4 1125 6 5 :Bi 452_ H?; 4 312= 9 0 347 3"2,73 002 6 1:.89 19 9 20.11 29 9 19Sy 3 2 594 5973 E!0 4 1850 4 1 460 4693 Huy 4 I8a9 5 9 327 325?=2 S 22.59 22 6 2114 3 6 604 6941 H36 4 2114. 4 7 46i 4613 Ells 4 2114, 6 5 333 3295 Hu2 6 25.98 25 0 2349 3 11 689 5iia FOS 4 2349 5 1 462 4622 005 4 2349 7 2 328 327n Hut 6 27.53 27 6 2584 4 4 596 5964 Hu6 4 2584 5 7 463- 4629 HOS 4 2584 7 10 339 32?"r Hut 6 38.88 39 0 2819 4 8 664 6941 H06 4 2819. 6 1 463 4634 Huy 4 2319 8 i 328 3285 HO2 6 32.53 32 6 3054 5 1 601 609i H06 4 3054 6 i 464 4639 HOS 4 3054 9 4 327 3272 H02 6 35.89 35 3 3289 5 5 681 6072 hub 4 3289 7 1 464 4643 HOS 4 3269 L 6 329 328'r 802 6 CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 9456 51:s�-427-232! RCC 14295, 11::p 3/3'1 /97 T Communications Suilcings or" America 7/17/9.17 sec End L+3a: r Si-iea.r and Hold Down Ra Qui cements (t sc— 6 ) ues:gn kind Speed = 96 sph (37.5;? psf) Wind 3uiiding ;Mild.ag iuilding 3ulldrag iotal total knit a lift Fe lddawn Edge pressure Height Height Length Length Sher Length Shear Ferce Feguired Nail. (psi) (f t) (ft) (in) (ft) (ft) (in) per Shear (p1fl UbI Spacing "ead kali (in) Qb) (it) (in) 16.36 !0 6 26.6i 20 6 1973 3 5 S7; 6665 H06 4 1973 4 6 439 46s"5 Has 6 1973 6 4 312 3272 H02 6 .56 22 b 2,72243 11 567 5952 'cab 4 22=3 5 4 4!6 4311 Has 6 22:9 7 1 313 3:91 Hat 6 25.5i 25 6 2-167 4 4 5+9 5977 Ha6 4 2467 5 7 442 4A-14 .5 6 2-167 7 . i 312 27.56 27 6 27!4 4 9 571 Si=: HD. 4 sizz 4 ' c9H.. a Cr ; t t6 -L ...J Y 3 27 7 !.52 6 J..JN 4.w O .i�� J I X312 574 4.17.1! :J4. 4 ' 3_7:I • J :�4� 44.44 ::Ds 4 32191 1y .. 313 .1255 H-22 6 c •i r.frO JJ O 0 J4 O i 576 iii; F 6 4 341;4 7 13 44t 4629 °a5 b 3454 !! "e 314 329 r' r'a2 6 11.6c !1 d 2;Ai 26 0 2057 3 9 531 6s"65 5a6 4 U67 4 11 ON 4625 a 5 6 21367 6 ! 1 29= 32.? r:92 b 22.5- "[2 6 2326 4 3 547 69_3 H06 4 2326 5 6 4_3 46__ H95 6 2326 7 la 297 3266 Hoe 6 25.96 25 0 2,554 4 9 544 5985 H=-6 4 2584 6 2 419 4611 HOS b 75;4 8 8 298 3263 HO2 6 27.51 27 b 2;43 5 2 553 6652 H06 4 2:43 b 9 421 4633 H05 6 7943 9 b 259 3292 H02 b 33.96 N 6 3161 5 8 547 6020 H06 4 3131 7 4 423 44-52 Has b 3101 16 5 29; 3275 Hat 6. 32._5.0 32 6 3366 6 1 552 6675 Hob 4 3369 8 6 425 4619 H05 b 3369 11 3 299 3225 H02 6 35.29 35 a 36I8 b 7 558 6045 H06 4 3618 8 7 422 4637 has b 3618 12 1 299 M4 H02 6 C ABTREE ENGINEERING 510 H Garcia Avenue. Samuel E. Crabtree. Pittsburg CA 94565 510-4?7-273231_i RCE 1,X95, E. -..,D --,./:7,1./97 Communications Sui 1 di ngs of America 7i 17i '31 sec End Wall Shear and Hold Lown Requirements (pace 7, ue5ign ilind Speed = !d6 tph 1Qt31 Shear Wind Build' n-, Building Building Building per PressureHeight Height length length End (psf) (ft) (=t1 (in) H.d U (in) (Ih1 46.26 a. 59 8 6 29.36 26 6 1466 1966 1966 22.56 22 6 2212 e 7458 245c 27.50 2: 6 27;;- 2753 ;;- 2 53 27:3 N. CN 38 6 2949 291'7 2?49 32.:::" 32 6 3! 95 3rc5 3195 35.c� 35 ? 3441 .44! 344! Total 23 2382 3 ! Length 6975 H06 3 Edge Shear Unit Uplift 4 1 Hail Wall Shear Farce HeiddgNn Spacing (ft (in) 1p1f1 lloi Required Un) 2 9 715 6677 H96 3 3 7 549 4664 F05 4 5 1 387 3287 H02 6 3 2 69B 5937 HD6 3 4 l Sat 46.12 r. 5 3 5 "r 3-;3 327: H02 6 3 6 782 5968 F06 3 4 6 546 4642 7:'v5 4 6 4 3C3 3293 n$2 6 3 1: 755 5i94 H -D6 3 5 6 541 45?6 ri05 4 7 n' 36A. 3233 F02 6 4 'c 753 6!6 E6 3 5 5 547 462_ F05 4 7 2 SE3 SL:b NJ2 4 6 7! 2862 7 to 3 5 1$ 543 4655x.05 38.09 38 B 3 307 3:92 F02 6 4 10 7!2 6051 ir,6 3 6 4 543 4613 H n5 4 S 1! 3,:5 32__ F02 6 8 7 364 3274 H02 6 4.8E 0 26.78 23 2382 3 ! 673 6975 H06 3 2082 4 1 519 4533 H05 4 2862 5 9 362 3254 1:02 6 2-7.50 22; 6 2342 3 6 66= 6CLt F06 3 2342 4 7 511 4599 H05 4 2342 6, 5 365 3255 H02 6 25.88 25 6 W2 3 11 664 S97"r" F06 3 2682 5 1 512 4687 H05 4 2622 7 2 363 3260 492 6 27.58 27 6 2862 4 3 673 6861 H06 3 2E62 5 7 513 4614 H05 4 2862 7 to 365 3269 H02 6 38.09 38 6 3123 4 8 661 6022 F06 3 3123 6 1 513 4623 H05 4 3123 8 7 364 3274 H02 6 32.56 32 6 3_383 5 1 665 5959 H06 3 3383 6 7 514 4623 H05 4 3-383 9 3 366 3291 H02 6 35.68 35 6 3643 5 "5 673 6853 H06 3 3643 7 1 514 4629 M 4 3643 18 6 364 3279 H02 6 CRAB?'REE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-27,263 RCE 142951 Exp; 3/ZI /97 job ?_60_-5 S; oT Communicaticns BUildinCs of America 7/17/q-3 sec =nd :-a_ _ Shear and !void Gown Recuirements (paoe C. Design Wind Speed = !e: -ph C:RABTREE— LNGINEER.ING 510 H ray-cia Avenue Samuel E. Crabtree Pittsburq CA 94565 f;CE 14'29`_,. E:;o 3i =1/97 Total Total Shear Length Edge Wind 'Budding Building Building Building per Shear Unit Upiiit Hail ?ressure H2ight 'reight Length Length End hall Shear Force Holddom Spacing (psf) (i t) U (i n) (it) (it) (in) (Ih) (it (in) (plf) M) Required (in) 9.59 9 6 29.63 20 6 2197 3 6 6229 5964 Hob 4 2191 4 6 488 463"? Huy 4 2197 6 4 347 329s H02 6 22.56 22 6 2472 3 1! 631 5996 HD6 4 2472 5 1 ?E6 4629 HD5 4 2472 7 2 345 3277 H02 6 25.59 2J L 2717 4 4 6334 6b22 5D 4 2747 5 c 4E5 46; HD5 4 2747 7 11 347 'M; F. D2 6 27.3: 27r 6 3621 4 9 655 6-43 HD 4 362! 6 2 445 46vz HDA 4 JC2! 3=� 32... "D2 6 35.05 30 e 3236 5 ? 638 bee: r.06 ; 3295 6 9 47S 4531? F...35 4 329J 9 347 3296 r02 6 _.3131 32 6 3571 T7 6;5 6-e b 4 3571 7 4 477 462: J5 4 J5l: 15 4 340 383 H.3 6 35.59 35 a 3845 6 1 632 6595 :i6 4 3845 1 19 49! 4664 HD5 4 3845 1! 1 341 3.., 502 6 6 if.00 !0 9 "40.01 2? 9 23!3 3 A 603 6:34 HD6 4 23(3 6 463 4625 HD5 4 2313 7 1 327 32-5 H02 6 22.50 22 6 2652 4 4 M 69is H06 4 26:2 5 7 466 4561 HD5 4 - 2602 7 1! 39 3297 HD2 6 25.09 25 9 2991 4 1? 598 5932 H06 4 2891 6 3 463 4625 HD5 4 2891 8 10 327 3273 H02 b 27.50 27 6 3!89 5 3 606 6658 H06 4 31E9 6 19 465 4654 HD5 4 3189 9 9 329 3_96 H02 6 30.60 39 9 3476 5 9 633 6034 H06 4 3479 7 6 463 4625 FOS 4 3476 13 7 328 3278 HOZ 6 32.59 32 6 375? 6 5 691 6414 H06 4 3759 8 1 465 4653 HD5 4 3759 ' 11 5 329 3292 HD2 6 35.65 35 6 4848 6 8 691 6872 H06 4 4048 8 9 463 4626 HD5 4 4646 12 4 328 3182 HD2 6 C:RABTREE— LNGINEER.ING 510 H ray-cia Avenue Samuel E. Crabtree Pittsburq CA 94565 f;CE 14'29`_,. E:;o 3i =1/97 job 9,30.3-55. Sil Communications Buildings o= America 7/17/93 sec End 1 -!all Shear and Hold Down Requirements (oage 9) @esign wind Speed = l6j. :ph Total Shear Hind Building Building Building Building per Pressure 'eight Height Length Length End (PS-) (ft) (ft) (in) (ft) (ft) (in) Qb) 10.59 16 6 29.c6 2-4 c 2429 22.58 22 6 25. ii 25 8 27.5c 27 b 3y.8q 3s 32.5. 32 6 35.19 Z5 G :1.08 ':1 2 22.55 22 6 25.86 25 6 21.53 27 6 36.60 3i 6 32.5ii 32 b 35.88 35 0 2429 2425 2732 2132 2732 39'36 3036 3:1•:6 3337 3339 33;:? 3643 3643 3643 3747 3947 3741 4251 4253 425: Ictal Length 4 8 545 EdGe Shear Unit Uplift 6 Hail Wail Shear Farce Haiddonn Spacing (ft (in) (pif) (lb) ieguired (in) 4 3 571 6M Hub 4 b 442 4631 1(0S b i 9 313 3296 H02 6 4 9 575 6946 Hob 4 6 2 443 4652 u5 4 8 9 312 3279 H1.2 6 5 4 569 5911 ..:b 4 6 H 444 466: r.1S 4 9 9 3.4 329e EK2 6 5 13 572 611 F56 ' 7 7 44: 4624 H, -,C 5 is C 313 3267 11. 8 6 4 575 i;40 .b c 8 3 4,= 4637 F 3 b ! 1 e 312 3277 :'.32 6 5 1.3 57? 6664 'r@6 t B 1 443 4,547 =c5 4 12 7 314 32=3 :521 b 7 5 S73 ball Hir6 4 9 7 443 4657 M 4 13 7 313 3255 -in b 6 4453 8 1 b 2544 4 8 545 S77 Hob 4 2544 6 6 424 4665 H135 6 2544 8 5 M 3293 H02 6 2862 . 5 3 545 5997 x_.6 4 2962 6 9 _ 424 4665 HD5 6 Ml 9 7 297 3255 UL112 6 Me 5 18 -545 5997 H06 4 3189 7 6 424 4665 H05 6 3166 16 8 298 3286 H02 b 3498 6 4 552 6076 H06 4 3496 6 3 424 4665 H03 b 3498 11. 8 39e 3297 Het 6 3816 6 11 552 6673 Hub 4 3816 9 6 424 4665 H05 6 31316 !2 9 .299 3293 H02 b 4134 7 b 551 ,5664 H06 4 4134 9 9 - 424 4665 HOS 6 4134 13 16 299 3288 Hfiz 6 4453 8 1 551 6859 H06 4 4453 !0 b 424 4665 H55 6 4453 14 11 296 3293 30Z b CRABTREE ENGINEERING 5101 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14=9C, t;:o 3/x'1/97 CRABiREE ENGeNEERING SIO H Garcia Avenue• Samuel E. Crabtree Pittsburg CA 94505 RCS 14=9J E: -,D JCO 9.700=-15 Sh 7 Communicaticns Buildings eT America 7%:7/c-7 sec Side :=Jai'. Snear and Hold Doom Requirements- (pace ? ) Design -Wind Speed = 68 not (2=.63 psi) Total Total Shear length hind auilding Building 3uilding per Shear Wall hit UpH it Hoiddown Edge Pressure Feight Height Width Vidth El In End Shear force Required Mail (psi) (it) (ft1(in) U. t) (ft)(in) (1 b) (ftl (in) (plil (lbl Spacing (in) 29.63 6.56 B 6 10.03 19 8 638 2 6 25:2 2141 Hut 6 5 5 116 966 none 6 12.06 12 0 755 2 6 302 25bi 4r2 6 6 6 116 CBS aaae 6 13.03 13 3 ci9 2 6 327 2763 H"s'2 6 7 d 111 994 acne 6 9 16.03 18 y 667 _ i a.6 21C# i02 6 5 9 116 9E5 1c.., 6 12.10 12 6e? 2 ! J:+' [_�L ^.g 0 6 :0 H7 9C5 ..c 2 6 c c67 2 7 3: 20:2 Hut 6 i 5 117 „a-? 6 9 Na 9=r 'J -."-i 2911 r'? 5 1 1 I.# 9:2 acr.2 b IJ.a3 IJ 3 9I� 2 9 333 316: HD -21 6 n . 1.05 993 ncae 6 i,.H in 3 18.00 I3 8 7It 2 I 254 a H62 b 7 5 140 999 nc.ne 6 12.a2 12 8 SS? 11 335 304- H02 6 B 11 lu3 997 acne 5 13.53 1 e 3 312 3123 H52 6 9 1 19c 996 ncre 6 Ir.58 iC 6 10.80 Ia 0 776 3 6 254 2722 H02 6 6 3 94 993 none 6 IZ Od 12 0 933 3 I M 3171 H02 6 9 t5 95 997 none 6 13.06 I3 a tell 3 5 296 3137 H02 6 10 6 95 995 none 6 Ii.Oe 11 0 18.88 l0 8 E13 3 2 257 2633 H02 6 9 8 91 996 nano 6 12.24 12 0 97E 3 4 293 3221 H72 6 la 15 93 993 none 6 13.H 13 B Iasi 3 9 M 3107 802 b 11 6 91 999 none 6 CRABiREE ENGeNEERING SIO H Garcia Avenue• Samuel E. Crabtree Pittsburg CA 94505 RCS 14=9J E: -,D CRARTRE—E— =NGTNE=RING 1-'.3 H Gar ci a Avenue Samuel E. Crabtree Pi ttsburg CA 94565 510-4"-27.321s3 RCE _4295 31 %97 Job 9-'::'_—.J o- `1--I Communicaticns Buiid_ngs of America r%17,'?= pec Shear and Hold Do -vin Requirements (cage =) Oasign kind eed = "r. nz0 (.371.5? psi) Total Total Shear Length sind Building 3uiiding Building Building per :hear Wal: Unit Ugiiit ccledaan Edge r:ssure Height Feight Vidth Width and in End Shear Farce Required Nail (psi) (i t) MO (in) (f t) (ft}(in) (l6) if t) (in) laid iib) Spacing (in) 31-.5? B.Sv 8 c 16.60 !9 1-99 2 6 32 271-6 HO2 6 799 6 16 117 9T4 nc.^.e b 12.88 12 6 959 2 7 371 3154 H02 6 959 8 2 !17 90"r pan! 6 13.66 11- b lE3E 2 I6 307 31'_5 H02 6 1635 E I i!E ?T9 acne 6 0s 6 Le.el� :S ozc 2 i 377 2i47 V E46 7 8 11a TTS none 6 12 b MS 2 !9 3S2 3224, -0: b 1515 ? ? ncae 13 b I!Ev 3 2 34.7 31=3 t'52 6 rana ; 9.5;3 i 6 LE.EC ig C oT: 'G 1s 315 2773 OSS• 0 6 !:J STC 1G7! !6 3 1-9: C*7 rc e C 6 332 3I5 HOZ 6 IIbI 11 1 !95 995 rcna 6 '0.63 lE 9 !6.E: ii 9 94z 3 2 :'?7 1-969 02 b 945 9 5 l6? qTB none 6 12.96 12 E 112E 3 0 32_ 32."1- HOc b 11:8 !1 4 ley STS none c 13.6? !3 b 1222 3 11 312 3I!1 H02 6 ,1222 12 3 163 977 none 6 19.5c 16 b 16.60 16 -,.9 .987 3 5 283 3632 F02 b 587 16 5 95 91-5 none 6 12.6n 12 9 1184 3 19 30? 3243 HOZ 6 1184 12 6 95 995 none 6 13.6e 13 6 1283 4 1 314 329? H02 6 1293 13 6 95 998 none 6 11.96 11 0 16.68 to 6 1634 3 9 276 3632 H02 6 19.34 11 5 91 996 none 6 12.90 12 6 1240 4 3 292 3211 H02 6 :1246 13 8 91 999 none 6 13.05 13 6 •1344 4 9 293 3112 HOZ 6 1344 14 L6 91 997 none 6 CRARTRE—E— =NGTNE=RING 1-'.3 H Gar ci a Avenue Samuel E. Crabtree Pi ttsburg CA 94565 510-4"-27.321s3 RCE _4295 31 %97 CRA BTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pitt=sura Cr. 942105 51ii427—=3'2!3 R%= 1-1,295, E.;a 7/Zl/9i Job 5n ' C c i n m n1- —A cs Sui1dings c- America �1I7!9' pec Side :dal., S; -ear and Void Dcwn (mace 7} Design Wind Speed = !33 aph (46.26 psf) Total Total Shear length hind Building iuiiding Building 3ciidiag per Shear Wail Unit L?!i:t Hciddaxn Ecce Pressure Height 'reight Width Width End !n End Shear =crte iequired Hail (psi) HO (it) (in) (ft) (iUMM (1'9) Htl (in) (oli) Obi Spacing (in) 46.26 MH a 6 !6.63 i3 8 983 2 9 351 .Mi H"u2 6 923 9 5 117 993 none 6 !2.9f 12 6 1196 3 2 313 3!06 Hilt b 1i8 to ! 1I1 =44 acne 6 13.115 13 5 1273 3 6 365 31e4 Hit 6 1273 13 11 117 9=5 none 6 6 9.F% 6 !6.90 13 0 1541 3 1 336 3:33 1641 g 5 1!! 4=5 no-nz 6 ic.C: i2 g 1259 J 6 JJT 3M '1-2 6 !249 Ii 3 1I! 9-,9 1111Cae 6 17.Yi I3 :'I 35,3 a ! . 345 51i? 1132 6 1353 !2 s !16 9T4 noe a 9 6 H.6i to 5 I05 cif :ire 6 337 3i� Hi= 1313 12 7 105 9=5 none 5 13.00 13 3 !42a 4 4 „-3 3131 Hyl 5 1429 13 i 195 999 ncae 5 b !3:36 ii 9 16.63 16 3 1157 3 13 302 3.4i7 Hut b 1157 11 7 165 93Q rare 6 12.03 12 E 13E8 4 4 321 353 H02 6 135E !3 11 169 °9I none 6 13.63 13 6 1-503 4 10 311 3i!I Hit 6 1503 15 1lei 997 Wane 6 6 !6.53 15 6 i5.ei l3 6 1214 4 3 286 3eee ;a2 6 1214 12 I6 95 . 994 none b 12.63 12 6 1457 -4 9 387 322! H02 6 1457 15 4 95 992 none 6 13.03 13 6 1579 5 4 295 316? H02 6 1579 16 7 95 1663 none 6 b 11.35 !1 9 16.25 to 6 1272 4 r 273 2914 H02 b 1272 14 0 91 10x6 none 6 12.63 12 6 1527 5 3 291 3194 H.32 6 1527 16 10 91 998 none 5 13.60 13 6 1654 5 19 284 3119 H02 6 1654 18 3 9! 997 none 6 CRA BTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pitt=sura Cr. 942105 51ii427—=3'2!3 R%= 1-1,295, E.;a 7/Zl/9i common=cattcns Buildings Gf America zob 93§3-S Sbee£ / of 4-/ 7/!7X93 sec rev eZ2Z93 sec RI5I2 FRAM3 BENT <page 1> (GSE WBEN BUTL2ING LENGTH REQUIRES MORE SHEAR WALL THAN ENDS ALLOW BECAUSE OF BUILDING WIDTH CR OPENINGS) Materia! = 5x5 WF !6.40, plf F9 30i-ks4 Fa =_ 22-ksi Fv := 13•ksi Aw := 1.2 -in S := 8.53•in r ;= 1.2 -in k := 1.0 Wind RressEre q := Building Height BH § mph l29./'os7! i 90 mpM 6es �]@ft i .., apa i46.3'osl! �9 S-f(� :Z2 of wind for=e goes �o roofIe.sf/| . E11.a'7t. lZ2 cf wha= goes to roof goes to each leg sgacipg os£ermiaed 5y sending §SFB !-ft]•Q D -e an Weed sem@c 9a: oh i§gmQh 3.13 26.1 21.19] |29.33 _3.11 18.76! 9� |26.17 20.6 16.73| §yeending = 23.4E 12. A9 I5.e11-f£ eH = | I'D -Ft X9:.19 16.68 13.34| §.S| § 9,21 15.:_ 12.282 i 1!] Sgaci§g determined by Shear 2'Aw•0.6-Fv ByShear BH 'p [ 74.E 58.57 47.57- 7.57|7§.27 J i 170. 27755.32 44.92 . 66.57 52.4! 42.56 ByShear = 63. 2a 49.79 40.43 •ft Bending controls 68.23 47.42 38.51 . 57.49 45.26 36.76 Building Width SW i } , ft. CRABTREE 'ENGINEERING S!§ H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94563 _0-427-2320 RCF 14995, Exo 3Z31Z97 Cvmm,_:nicatiens Suilcin_s o= America Joh e . ?"�.0' ^nIGI0 FRAME SEPiT (page C) (USE .HEN BU I L%D TING LcNGTH RE0: ;1 R 1` 0 R E tiH THAN ENDS ALLOW BECAUSE OF BUILDING WIDTH u^ Ma:. i mum De i gn Moment M := Fb S :1 Shear- Connection. Plate (use at inflection point of .top me:.^.ber) M-' wide building is worst case) Vertical force from too member to each leg = max. vert. shear M V = V = 1.56 t'i- v 1ft v Connection - Bolt in sing -IS shear 5/8" F_071 allowable use - u01Ls iar s meta';` d i a 6.5: :n bearing or, -late to .�5:� _n A V V f = 10. D1 s Fb 1:'4" plate is more than adequate Connect -ion. c= oost to f i oor ,5/S" .. "J" bolt Lia A!1ow2b1e Load - Tens ior. Tension 6.1,kic Shear Smear ._ 3.1-kia Maximum horizontal load at '-oo of M. V ._ h `Bi; - 1.+t] I V = _. 0-9 k p 0 h V V h v y = 6. 9ti Shear Tension CriABTREr ENGINEERING 510 H Garcia Avenue SaMUSI Cra_•=ree Pitt=_bur^ CA 9a556.] 551!,,-a.�-�^�.:6RCE .141'.95. C COmml.[nicati--ns Buildings of America •yob.• 9_t?= Shezt :3 4-1 /i1/c- sar it=l� r. •yi BEi�i i (page 3) (USE WHEN BUILDING L= N6TH RSQU I BES NORE SHEAR WALL THAN ENDS ALLOW BECAUSE OF SU ILD I NG WIDTH OR OPENINGS) Connect-ien To Ceiling - ,Maximum horiZ-ontal shear from reoz per each rigic frame (max M• per leg x 2 legs) I" 9. I.S. i a��; 1 i SH - _ = = 3.68 ) ? 5 ! V = 3. 4-0 ft V U:. i f 1 r'i = 8.5 9 . 0 9. I_ o_ 4_ =r'c:? :18.36 •366 -1-48-7, 1 _ i rV - • v :lac= i•y lr %`e�la ,. _(rn'_ lac calfs /J 7 z boI t =c i. v SH = 8. 5' 9. J' 9. 5' i0.0:' 1'cJ.5' 1 1 ..J' r7.' 7.7 L._ 8.7 ?.2 9.7' % sc = 18.9 9.5 1s; 10.6 11.2 11.81 -in =:t; _ 11=!'T= L9.7 li1f.Z 1_ 11.6 `2).? 1".9 �s -j L _ -j Use Lang galvanized lag screws at 1' 2" ms.::.fnl:m to attach the frame zoo member to the ceiling. H G:t`CJ d ,!i `/sIIUJct S ;3S t C _ :T.1:... Comm unicat ians Bui__14nas + Amer I-3 7_.!'_-� �J--• Sec Calculation of chord tension in roo= Wind Pressure = p Building Width = BW Buildinc Height = BIH Building Lenon = 8L Allowable Tension Stress Ft 3755 -psi -1.33 Ft = 498.75 • asi Un i f cr,n Load 4H `?omen in roar ? w P. 8 Chord Tension CT Chord Moment M �a'M Ia 2 is CT F. 2 u �::''>•:! IT!?� ^ _ 46.26 WUr Ca�2 LaZG`2rG bLIT_ l Gi ng only meas double -:: chord Tat s0lic—_ i3 ez+ec'tively only one 2x6% k ,A C� :AB i REE ENGINEERING 510 H Garcia Avenue Samuel E. ?_tLee:urc CA 942:56 - �.. _) / = 1 � 7 1 'A• f. Communications Buildings of America Job 9303-5 Sheet 4-oOf Ar� 8/2/9_. sec Wall Section 5/8- CDX CLUED AIND NALED TO FRA NIG 16" 16" 2x4 V Desi on as 4-+ _.A wide f l anae beam. The al ue used e++ect i vel y bei ics the yooe into one structural section, the plywood is the .ianoes and the r=amming i s the web. Depth ._ 62225- in . ..5 -in .625'4-n Depth = x+.75 in in-0eoth - A= 7. 1'. in 2 2 1.5 ir. (=.5 i •n) 16 in Depth - (3.5 -in) S . _ -- + 6 6 L Allowable Stresses Shear (HemFir) Fv .= 75 psi•1._= Fv = 9q.75 psi Compression in plane of plies (use as rb) (CDX) Fc := 99Yj • psi • 1 .. _, Fc = 1716.7 -psi CRA8TR -`__E =.•JG : NE=R i NG3 510 H Garci-a .Avenue Samuel E. Cra,tre= Fittsbure CA 9 4 Sc5 X159-427 RCE 14295. C:;r_ _%-31/'J7 C. Cam:ti:,^it:<;:ior. s B"j:il=inns c= ...r:e-_�c (Mall Section (contin_!ed) U1.^.d �..-ress,_tre c E5 s 110 0, 41 J:i_r�:; Uni='orm Load 16 i.^. n = 71.6? pl. w p i r. +t Maximum Builcinc reicht 11 �t FT . _ :. 62� + . 5 .75) -in ^.=r:.r.:ua. capTris=:,e�� -T .. ._ (.6J 1 c.5 _ .6 5) _-..:ieiaht ,D ::al_ (L;: + fi: t 5 e r� d i nzS:. =r:. C-_ FC = __._•:. �.i�. T r• J mu:T; c Lar w (_ - _ :.c .r:) V 2 V 2 •iii No value _._`:en to the 'ibe:-glass coating, anc was Ca1CL!:d�.e•_ -cr an eleven foot Cvera: _ he; gnt ^.u: _oli (the ma -i m. m cimmn-tem. of ette-d as standaro, and a ..11-0 inch :.rind (the ma::ismum basic wine sceec shown in the UHC r=IGU 'c NO. 2.5-1 ror the ce-ziauous 42 s-zates. 5111 :.4 a Aven:-Eu HYiTiue,I E. L - L� .=._U. 7 ..(, A c)y..:...�.�..'_` i l y. mac (Mall Section (contin_!ed) U1.^.d �..-ress,_tre c E5 s 110 0, 41 J:i_r�:; Uni='orm Load 16 i.^. n = 71.6? pl. w p i r. +t Maximum Builcinc reicht 11 �t FT . _ :. 62� + . 5 .75) -in ^.=r:.r.:ua. capTris=:,e�� -T .. ._ (.6J 1 c.5 _ .6 5) _-..:ieiaht ,D ::al_ (L;: + fi: t 5 e r� d i nzS:. =r:. C-_ FC = __._•:. �.i�. T r• J mu:T; c Lar w (_ - _ :.c .r:) V 2 V 2 •iii No value _._`:en to the 'ibe:-glass coating, anc was Ca1CL!:d�.e•_ -cr an eleven foot Cvera: _ he; gnt ^.u: _oli (the ma -i m. m cimmn-tem. of ette-d as standaro, and a ..11-0 inch :.rind (the ma::ismum basic wine sceec shown in the UHC r=IGU 'c NO. 2.5-1 ror the ce-ziauous 42 s-zates. 5111 :.4 a Aven:-Eu HYiTiue,I E. L - L� .=._U. 7 ..(, A c)y..:...�.�..'_` i l y. Communications Buildings of America Job 9402-3 sh 1 of 1 Foundation for 10'x20' building for NEXTEL 3/21/94 sec Design Loads Roof Dead Load DLr := 15,psf Live Load LLr := 34,psf Wall Dead Load DLw 15•psf Floor Dead Load DLf :_. 15,psf Live Load LLf := 199•psf NOTE: For engineering design purposes the term "Live Load" includes the dead load of the equipment. Building Length L 20 -ft Footing Width F := 1 -ft Building Width W 10 -ft Building Height H := 9.5 ft Total load on foundation (load assumed to be on perimeter only) TL W L-(DLr + LLr + DLf + LLf) + 2-(W + L) -H DLw TL = 61150-1b Soil Pressure TL S S 1019.167 psf P 2* (W + L) - F p Allowable Soil Pressure S a 1000-psf only 2% overload, ok a CRABTREE ENGINEERING 510 H Garcia Avenue Samuel E. Crabtree Pittsburg CA 94565 510-427-2320 RCE 14295, Exp 3/31/97 a � - .1. r i,F: J A CSDR(A -a' ;- Robert Robert Young & Associates GEOTECHNICAL & STRUCTURAL ENGINEERING FOR SAFE, ECONOMICAL STRUCTURES May 21, 1998 Communication Systems Development, LLC. 1755 West Hammer• Lane, Suite 12 Stockton, CA 9520` Attention: Rick Da Cruz- RE: ruzRP: Items on Plan Check List Related to Geotechnical Report Site Bu -212; Permit #98-0250 Butte County, California Dear Mr. Da Cruz; At your request I am providing additional information for the geotechnical aspects of the above site as listed in the County "Plan Check List": Item 7: Our geotechnical investigation showed the surface soil to be non - expansive silty clay. Standard foundations should be adequate. Sincerely Robert'loung�RC # 24139, California C? .513D 5LDDC' DIVSIpN gt1l Bringing Grace and Ease to Doing Business in The New Millenium ■ 563 IDAHO MARYLAND ROAD, SUITE C, GRASS VALLEY, CALIFORNIA 95945 ■ (91.6) 477-2864 0 FAX(916) 477-1218 . �GAM''j SABRE COMMUNICATIONS CORPORATION 2101 MURRAY STREET • P.O. BOX 658 • SIOUX CITY, IOWA 51102 TELEPHONE: (712) 258-6690 • FAX: (712) 258-8250 March 11, 1998 Mr. Rick DaCruz CSD, Inc. 1755 W. Hammer Lane Suite 12 Stockton, CA 95209 . Dear Mr. DaCruz: CS D BLA -,)- I �L pe' -"f - f '�g o as o In response to the Butte County Building Department Plan Checklist, the following explanations apply: The tower design calculations provided have been produced in accordance with the TIA-EIA-222-F-1996 design standard. This is the industry standard for design of telecommunications structures. The current EIA standard allows for a 1/3 increase for short duration loads (wind and seismic). The standard addresses the allowable increase in section 3.1.1.1 for structures under 700 ft. in height. Load combinations allowing this increase are defined in section 2�.+3�..16. The current caisson foundationoAdesign has been arrived at using geotechnical information reports provided by Robert Young and Associates of Stockton, CA. The ultimate skin friction value of 1400 psf is obtained by utti�l<yIng the allowable skin friction given in the soils report of 750 psf br2.0 and then reducing the ultimate value by 100 psf for an additional factor --of safety. The total allowable vertical resistance is arrived at by multiplying the total ultimate skin friction (in psf) for the appropriate areas of the caisson (in sf) and dividing the total by the safety factor of 2.0. Then the weight of the concrete caisson is calculated using the desired weight of concrete and the total divided by the factor safety of 1.25. The weight of the concrete and the skin friction resistance is then added and the total allowable uplift resistance is arrived at. ANTENNA SYSTEMS, HF, UHF, VHF - TOWER SYTEMS BOTH GUYED 8, SELF SUPPORTING FOR MICROWAVE, CELLULAR, BROADCAST, CAN & SPECIAL APPLICATIONS - PREASSEMBLED BUILDINGS IN ALUMINUM, FIBERGLASS, STEEL & CONCRETE - STRUCTURAL ANALYSIS - ANTENNA/TOWER INSTALLATION - WORLDWIDE FIELD SERVICES - INSPECTION & MAINTENANCE v Mr. Rick DaCruz March 11, 1998 Page 2 "2 Z compression capacity was met b using an allowable skin friction of �er, P P Y Y 9 900psf per the same soils report, and summing the resistance to °compression in the same method as above for the area of the caisson involved. The soil parameters below—a-1-0':--depth indicated good end bearing capacities in the range of 3000 to 4000 psf depending on load condition. The end bearing and�skin friction -values act together in resisting the compressive force. A factor of safety of 2.0 is used. Please contact our office if you have any questions. Sincerely SABRE COMMU ATIONS William Garret Design Engineer ANTENNA SYSTEMS, HF, UHF, VHF - TOWER SYTEMS BOTH GUYED & SELF SUPPORTING FOR MICROWAVE, CELLULAR, BROADCAST, CATV & SPECIAL APPLICATIONS - PREASSEMBLED BUILDINGS IN ALUMINUM, FIBERGLASS, STEEL & CONCRETE - STRUCTURAL ANALYSIS - ANTENNA/TOWER INSTALLATION - WORLDWIDE FIELD SERVICES - INSPECTION & MAINTENANCE 23'-0" ELEVATION VIEW FIELD NOTES: 1.) PART NUMBER ON THE LEG IS LOCATED AT THE TOP OF THE LEG. 2.) STEP BOLT LEG PART NUMBERS ARE THE SAME AS THE LEGS SHOWN EXCEPT THAT THEY END WITH A (S). 3.) SEE TOWER MASTER FOR LEG AND BRACING SIZES USED. 7. 1 6 1 ------ RINGFILL, 3/8 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3/4 X 2 1/2 A325 W NUT do LKW 500179 5. 24 ------ BOLT, 3 4 X 2 1/4 A325 W NUT do LKW 500194 4. 6 291522-41 DIAGONAL, ANGLE 4 X 4 X 3/8 291522-41 3. 6 291521-41 DIAGONAL, ANGLE 4 X 4 X 3/8 291521-41 ITEM OTY. DWG. N0. DESCRIPTION PART NO. BRACING MATERIAL -- HEAVY 2701 7. 6 ------ RINGFILL, 3/8 THICK — 3/4 0 560093 6. 6 ------ BOLT, 3 4 X 2 1/4 A325 W NUT do LKW 500194 5. 24 ------ BOLT, 3/4 X 2 A325 W NUT &LKW 500124 4. 6 291522-40 DIAGONAL, ANGLE 4 X 4 X 1/4 291522-40 3. 6 291521-40 DIAGONAL, ANGLE 4 X a X 1/4 291521-40 ITEM OTY. DWG. N0. DESCRIPTION PART NO. BRACING MATERIAL -- LIGHT 1918 2. 1 18 ------ BOLT, SPLICE 1 3/8 X 5 1/2 A325 w NUT AE LKW 5003a9 1, 1 3 291520—JD LEG, PIPE 8 5/8 O.D. X .594 WALL 3707# 291520—JD ITEM I OTY. I DWG. NO. DESCRIPTION I PART NO. 3 291520—HI 3 291520-H1 ITEMJOTYJ DWC. N0. 1. 1 3 291520—JD JITEMIOTY.1 DWC. NO. 3 291520—LLI 1 3 291520—LH 3 291520—HL 3 291520—HH ITEM CITY. DWG. NO. CONF)DENTIAL UNLESS aTNLMSL SPECIFIED MATERIAE: EorPOroliOn, const-.- - O ALL DIMENSIONS INCEUDE as defined b lora Code fINISNES AND ARE IN INCHES sholl not be reproduced, c TOLERANCES: FRACTIONS s I/}r in whole or In part for ANGLES t 1/2 DEC. TOLERANCES DO NOT APPLY whatsoever without the p!ar DECIMALS z .ol(l TO RAW MATERIAE of Sabre Communicotlons IPE 6 5/8 O.D. X .280 WALL 1823# 291520—LL IPE 6 5/8 O.D. X .432 WALL 2398# 291520—LH IPE 8 5/8 O.D. X .322 WALL 2367# 291520—HL IPE 8 5/8 O.D. X .500 WALL 3255# 291520—HH DESCRIPTION PART N0. 8 5/8 O.D. X .594 WALL 4272# 291520—JOB SCRIPTION I PART N0. 3 BASE LEG, PIPE 6 5/8 O.D. X .280 WALL 2402# 291520—LLB 3 BASE LEG, PIPE 6 5/8 O.D. X .432 WALL 2975# 291520—LHB 3 BASE LEG, PIPE 8 5/8 O.D. X .322 WALL 2935# 291520—HLB B BASE LEG, PIPE 8 5/8 O.D. X .500 WALL 3821#1291520—HHB DESCRIPTION PART N0. BASE LEG MATERIAL SABRE COMMUNICATIONS SIOUX CITY, IOWA 20 FT. TOWER SECTION MODEL SYL he sole SECTION 15 cations secretSIZE DRAWING NO. REV and or B S3TL—S 15 3 )u used DATE 12/10/96 >urpose consent DRAWN BY I RWM SCALE SHEET oration. CHECKED BY OLW NONE 1 OF Al TYP TOP A TI NOTES ASSEMBLY 1. PIECE MARK LEG W/OUT STEP CLIP 291520 -HH PIECE MARK LEG W/STEP CUP 291520 -HHS 2. SEE DWG. 9OA0218 FOR STEP CLIP PLACEMENT WHEN REQUIRED. 3. FINISH: HOT DIP GALV. PER ASTM A123. TOTAL BLACK STEEL WEIGHT W/CLIPS 1 1089.7# ALL DIMENSIONS urCwDE FRa9T¢S AND ARE IN WCKES TOLERANCES: FRACTIONS s 1/3Y SECTION A—A ANGLES t 1/2 DEC. TOLERANCES 00 NOT APPLY OECNwLS 1 .010' TO RAW WTERNL 7. 1 8 1 37A4470 PLATE, STIFFENER GUSSET 5/8 x 2 1/2 X 0'-6 7/16 13.6# 6. 2 37A3869 PLATE, GUSSET 3/8 X 4 X 0'-6 3/4 A 5. 2 37A4391 PLATE, GUSSET 3/8 X 4 X 0'-5 3/4 60' 4. 2 37A4386 PLATE, GUSSET 3/8 X 4 X 0'-7 13/16 6.6# 3. 2. 2 37A4419 PLATE, SPLICE 1 3/8 X 19 X 1'-7 188.8# 1. 1 37A3913 PIPE, 8 5/8 O.D. W/0.500 X 19'-11 5/16 865.3# ITEM QTY. DWG. N0. DESCRIPTION BLK. WT. 6 0 SABRE COMMUNICATIONS SIOUX CITY, IOWA TOWER SERIES SYL SECTION 15 10607 CONFjDENTIAI, formation contained herein is the sale WELDMENT, LEG ASSEMBLY ,apertYy of Sabre Communications SIZE DRAWING NO. REV Trporotion, constitutes o trade secret by Iowa Cade 5or and l not r owl not reproduced, copied or used pi DATE 4/22/97 B 2 915 2 0- H H O a whole or m port for anyy purpose wlsoerer without the prior written consent DRAWN BY I RWM Sabre Communications Corporation. A TYP TOP A TI NOTES ASSEMBLY 1. PIECE MARK LEG W/OUT STEP CLIP 291520 -HH PIECE MARK LEG W/STEP CUP 291520 -HHS 2. SEE DWG. 9OA0218 FOR STEP CLIP PLACEMENT WHEN REQUIRED. 3. FINISH: HOT DIP GALV. PER ASTM A123. TOTAL BLACK STEEL WEIGHT W/CLIPS 1 1089.7# ALL DIMENSIONS urCwDE FRa9T¢S AND ARE IN WCKES TOLERANCES: FRACTIONS s 1/3Y SECTION A—A ANGLES t 1/2 DEC. TOLERANCES 00 NOT APPLY OECNwLS 1 .010' TO RAW WTERNL 7. 1 8 1 37A4470 PLATE, STIFFENER GUSSET 5/8 x 2 1/2 X 0'-6 7/16 13.6# 6. 2 37A3869 PLATE, GUSSET 3/8 X 4 X 0'-6 3/4 5.8# 5. 2 37A4391 PLATE, GUSSET 3/8 X 4 X 0'-5 3/4 4.8# 4. 2 37A4386 PLATE, GUSSET 3/8 X 4 X 0'-7 13/16 6.6# 3. 2. 2 37A4419 PLATE, SPLICE 1 3/8 X 19 X 1'-7 188.8# 1. 1 37A3913 PIPE, 8 5/8 O.D. W/0.500 X 19'-11 5/16 865.3# ITEM QTY. DWG. N0. DESCRIPTION BLK. WT. 0 SABRE COMMUNICATIONS SIOUX CITY, IOWA TOWER SERIES SYL SECTION 15 CONFjDENTIAI, formation contained herein is the sale WELDMENT, LEG ASSEMBLY ,apertYy of Sabre Communications SIZE DRAWING NO. REV Trporotion, constitutes o trade secret by Iowa Cade 5or and l not r owl not reproduced, copied or used pi DATE 4/22/97 B 2 915 2 0- H H O a whole or m port for anyy purpose wlsoerer without the prior written consent DRAWN BY I RWM Sabre Communications Corporation. SCALE CHECKED BY DLW 2 7/8 CA -13/16 v NONE SHEET i OF 1 Sabre: EP^ fficient By Design. li--� SABRE tne CORPORATION lw E, jj'rcient By Design"' 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We Manufacture, And We Install. About Sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: • Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin • Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. Our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. SABRE OCOMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 SABRE COMMUNICATIONS CORPORATION 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51111 PHONE: (712) 258-6690 FAX: (712) 258-8250 ao N x LOm N ao N � " x a oLO C tV o x X � Q o•—M O J V_ M M N x X p Q Q - m C) x o � O cv J 00 0� X � Q M O X M Lo CD N • x N o Ln a O nj m J M 0 00 N} N Q M m x x o o M LO x v, �0 "im J N 0 N U N m N X X Lq 0 X C14 (DC6 'i m J N NNw J p 185 180 160 140 120 1 100 F 80 F" 60 FT 40 FT 20 FT NO. SA1134-S COVER PAGE 1 DATE 1/8/98 BY MD/MLC CUSTOMER: CSD, INC. SITE: RICHVALE (csdBU212). CA. TITLE: 185 FT. MODEL S3TL SELF-SUPPORTING TOWER AT 80 MPH WIND + 1/2" ICE PER EIA -222-F-1996. Q�pFESS/pay h�Q�° • s �q�F� O CO CHI SHING LEECC 2 _ Uj I -13'R8 m NO. C050977 m EXRT-3o-o s� CIVIL OFC PLAN VIEW ANTENNA LOADING 185' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 180' ELEV. - (2) 6 FT. HP DISHES LEG = 294.29 KIPS 175' ELEV. - (3) WHIP ANTENNAS 165' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 160' ELEV. - (2) 6 FT. HP DISHES 150' ELEV. - (3) WHIP ANTENNAS 145' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 125' ELEV. - (9) 4 SQ. FT. PANELS + MOUNT 105' ELEV. - (4) WHIP ANTENNAS NOTES 1. ALL LEGS ARE 50 KSI 2. ALL BRACES ARE 36 KSI 3. ALL BOLTS EXCEPT ANCHOR BOLTS ARE A325 -X OR EQUAL 4.) FEEDLINES ARE OVER (3) TOWER FACES BASE REACTIONS AXIAL LOAD = 48.34 KIPS SHEAR PER LEG = 15.62 KIPS UPLIFT PER LEG = 262.07 KIPS COMP. PER LEG = 294.29 KIPS O.T. MOMENT = 5059.00 FT -KIPS These drawings and specifications are the property of Sabre Communications Corporation and shall not be reproduced or copied or used in whole or in part as the basis for the manufacture or sale of item(s) without written permission. SABRE COMMUNICATIONS CORPORATION NO. SAI 134-S 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51111 COVER PAGE 2 DATE 1/8/98 PHONE: (712) 258-6690 FAX: (712) 258-8250 BY MD/MLC CUSTOMER: CSD, INC. SITE: RICHVALE (csdBU212). CA. • GRADE TITLE: 185 FT. MODEL S3TL SELF-SUPPORTING TOWER AT 80 MPH WIND + 1/2" IC IA -222-F-1996. QQ,OFESS10 QUO S � `F2 O CHI SHING LEEUj °G NO, C050977 DRILLED CAISSON (14.89 CU. YDS. EACH) (3) REQUIRED EXP.' -3o-0 CIVIL �Q' s�9TF OF CAL�FO�� NOTES 1). MINIMUM CONCRETE COMPRESSIVE STRENGTH. IS 3000 PSI. 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON SOILS REPORT BY ROBERT YOUNG & ASSOC. DATED 12/2/97 4). USE (8) 1 1/2 0 (50 KSI OR EQUAL) ANCHOR BOLTS WITH 1/2" THK. TEMPLATE AT TOP AND BOTTOM OF ANCHOR BOLTS PER LEG. 5). 3" MINIMUM CONCRETE COVER. REBAR SCHEDULE PER CAISSON (16) #8 V -BARS W/#3 TIES @ 6" O.C. FOR THE TOP 5'-0" AND 12" O.C. THEREAFTER These drawings and specifications are the property of Sabre Communications Corporation and shall not be reproduced or copied or used in whole or in part as the basis for the manufacture or sale of item(s) without written permission. CLT -7.:77x,-_71"- ^"^?CST AND a*TTT<"'r^ BY SABRE COMMUNICATIONS Page 1 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED Q�OFESS/ON INPUT DATA FILE C:\STANDARD\SA1134S.DAT �Qt�O S '9lF2 CHI SHIN G LEE z * * * TRIANGULAR TOWER * * * w� cc NO. C050977 TOWER HEIGHT( f t . ) - 18 5 EXP. 3�-0 WIND SPEED (mph) = 80 IL RADIAL ICE (in.) = 0 No. OF LEGS = 3 FOF AW No. OF WIND LOAD LEVEL(S) = 10 FROM 185 ft. TO 180 ft. WIND LOAD = 30 psf FROM 180 ft. TO 160 ft. WIND LOAD = 29 psf FROM 160 ft. TO 140 ft. WIND LOAD = 28 psf FROM 140 ft. TO 120 ft. WIND LOAD = 27 psf FROM 120 ft. TO 100 ft. WIND LOAD = 26 psf FROM 100 ft. TO 80 ft. WIND LOAD = 24 psf FROM 80 ft. TO 60 ft. WIND LOAD = 23 psf FROM 60 ft. TO 40 ft. WIND LOAD = 21 psf FROM 40 ft. TO 20 ft. WIND LOAD = 18 psf FROM 20 ft. TO 0 ft. WIND LOAD = 18 psf *** ANTENNA LOADING DATA *** PROD. WIND DEAD ANTENNA DESCRIPTION (ft) AREA LOAD LOAD ELEV. OF 0 ft -2 kips kips ft. LOADING 0 70.0 2.10 2.50 185 (9) 4 SQ. FT. PANELS + MOUNT 63.0 1.88 2.00 180 (2) 6' HP DISHES 0.003 25.0 0.74 1.20 175 (3) WHIP ANTENNAS (9) 70.0 2.03 2.50 165 (9) 4 SQ. FT. PANELS + MOUNT 63.0 1.81 2.00 160 (2) 6' HP DISHES 25.0 0.71 1.20 150 (3) WHIP ANTENNAS 70.0 1.96 2.50 145 (9) 4 SQ. FT. PANELS + MOUNT 70.0 1.88 2.50 125 (9) 4 SQ. FT. PANELS + MOUNT 30.0 0.77 1.50 105 (4) WHIP ANTENNAS *** UNIFORM LOADING *** FROM TO PROJECTED AREA DEAD LOAD DESCRIPTION (ft) (ft) (sq. ft./ft) (k/ft.) 185 0 0.10, 0.008 W.G. & CLIMBING LADDERS 185 0 1.00 0.009 (9) 1 5/8 LINES 180 0 0.20 0.002 (2) EW90 LINES 175 0 0.18 0.003 (3) 7/8 LINES 165 0 0.75 0.009 (9) 1 5/8 LINES 160 0 0.20 0.002 (2) EW90 LINES 150 0 0.18 0.003 (3) 7/8 LINES 145 0 0.75 0.009 (9) 1 5/8 LINES 125 0 0.75 0.009 (9) 1 5/8 LINES 105 0 0.25 0.004 (4) 7/8 LINES SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 2 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** TOWER MEMBER DATA *** FROM ELEV. 185 ft. TO 0 ft. Fy OF LEGS = 50 ksi FROM ELEV. 185 ft. TO 0 ft. Fy OF DIAGONALS AND GIRTS = 36 ksi ELEVATION TOWER'S DIAG. K- L r AREA KL/ Fa ALLOW FROM TO LEG CONFIG. VALUE r OR Ft LOAD ft ft SIZE in. in. in2 ksi kips 185 180 2.375 OD X .218 XC 1.0 60.0 0.77 1.48 78 19.42 28.75 180 160 2.875 OD X .276 XC 1.0 60.0 0.92 2.25 65 21.86 49.18 160 140 3:5 OD X .3 XC 1.0 60.0 1.14 3.02 53 23.94 72.28 140 120 4.0 OD X .318 XC 1.0 60.0 1.31 3.68 46 24.99 91.97 120 100 4.5 OD X .438 XC 1.0 80.0 1.45 5.58 55 23.52 131.27 100 80 5.563 OD X .500 XC 1.0 80.0 1.80 7.95 44 25.19 200.28 80 60 6.625 OD X .432 XC 1.0 80.0 2.19 8.40 37 26.31 221.00 60 40 6.625 OD X .432 XC 1.0 120.0 2.19 8.40 55 23.59 198.12 40 20 8.625 OD X .500 XC 1.0 120.0 2.88 12.80 42 25.60 327.63 20 0 8.625 OD X .500 XC 1.0 120.0 2.88 12.80 42 25.60 327.63 ELEVATION TOWER'S DIAG. K- L r AREA KL/ Fa ALLOW FROM TO DIAGONAL CONFIG. VALUE r OR Ft LOAD ft ft SIZE in. in. in2 ksi kips 185 180 L1.75X1.75X3/16 XC 1.0 38.2 0.34 0.62 112 11.47 7.12 180 160 L1.75X1.75X3/16 XC 1.0 37.8 0.34 0.62 110 11.66 7.24 160 140 L1.75X1.75X3/16 XC 1.0 45.9 0.34 0.62 134 8.32 5.17 140 120 L2X2X3/16 XC 1.0 55.2 0.39 0.71 140 7.62 5.44 120 100 L2.5X2.5X3/'_F XC 1.0 69.4 0.50 0.90 140 7.60 6.89 100 80 L2.5X2.5X3/16 XC 1.0 78.4 0.50 0.90 158 5.95 5.37 80, 60 L3X3X3/16 XC 1.0 87.7 0.60 1.09 147 6.89 7.51 60 40 L3X3X3/16 XC 1.0 106.7 0.60 1.09 179 4.66 5.08 40 20 L3.5X3.5X1/4 XC 1.0 114.8 0.69 1.69 165 5.46 9.22 20 0 L3.5X3.5X1/4 XC 1.0 125.0 0.69 1.69 180 4.60 7.77 ELEVATION TOWER'S DIAG. K- L r AREA KL/ Fa ALLOW FROM TO GIRT CONFIG. VALUE r OR Ft LOAD ft ft SIZE in. in. in2 ksi kips 185 180 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 180 160 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 160 140 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00, 140 120 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 120 100 NONE XC '1.0 0.0 0.00 0.00 0 0.00 0.00 100 80 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 80 60 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 60 40 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 40 20 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 20 0 NONE XC 1.0 0.0 0.00 0.00 0 0.00 0.00 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIOT\?S 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT ELEVATION SECTION STEEL WT. *** TOWER SECTION DATA *** TO NOTE: UNIFORM WIND & DEAD LOADS INCLUDE SECTION & LINEAR ATTACHMENT SPAN FACE WIDTH UNIFORM UNIFORM ANT'S LEG ELEV TOP BOTTOM WIND LOAD DEAD LOAD LOAD AREA ft ft ft k/ft k/ft kips in2 185 5.00 5.00 0.091 0.052 4.50 1.48 180 5.00 5.00 0.125 0.073 5.70 2.25 160 5.00 7.00 0.155 0.095 3.70 3.02 140 7.00 9.00 0.186 0.118 2.50 3.68 120 9.00 11.00 0.197 0.147 1.50 5.58 100 11.00 13.00 0.200 0.176 0.00 7.95 80 13.00 15.00 0.210 0.194 0.00 8.40 60 15.00 17.00 0.182 0.185 0.00 8.40 40 17.00 19.00 0.183 0.257 0.00 12.80 20 19.00 21.00 0.189 0.264 0.00 12.80 ELEVATION SECTION STEEL WT. FROM TO I.D. (kips/ft) 185 180 S3T-L6HCST5 0.033 180 160 S3T-L6XXHC 0.040 160 140 S3T-L7SHC 0.050 140 120 S3T-L8SHC 0.064 120 100 S3T-L9MUS3A 0.089 1r)o 80 S3T-LlOMUS5A 0.118 80 60 S3T-LllSSC 0.136 60 40 S3T-L12SXXHC 0.127 40 20 S3T-L13SXXHD 0.199 20 0 S3T-L14SXXHB 0.206 Dage 3 TORQUE ft -k 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SELF-SUPPO,ziI1,,G 10YYG7, OL3IGI ;,NID ;�1ALYSIS BY SABRE COMMUNICATIONS Page 4 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** RESULTS OF STRESS ANALYSIS *** ELEVATION CONFIG. NO. MOMENT ACCUM'D ACCUM'D ACCUM'D FROM TO OF OF OF DEFLECTION SWAY TWIST ft ft DIAG PANELS INERTIA ft deg deg 185 180 XC 1 18.50 1.772 1.152 0.092 180 160 XC 4 28.13 1.545 1.080 0.091 160 140 XC 4 54.36 1.343 1.009 0.090 140 120 XC 4 117.76 1.072 0.900 0.088 120 100 XC 3 279.00 0.842 0.793 0.086 100 80 XC 3 572.40 0.643 0.681 0.082 80 60 XC 3 823.20 0.425 0.530 0.078 60 40 XC 2 1075.20 0.198 0.322 0.069 40 20 XC 2 2073.60 0.044 0.114 0.054 20 0 XC 2 2560.00 0.000 0.003 0.011 ELEV WIND SHEAR SHEAR RESISTED TORQUE NET DIAGONAL GIRT SHEAR PER FACE BY LEG SHEAR SHEAR LOAD LOAD ft k k k k k k k 185 4.43 2.95 0.00 0.69 3.65 2.58 0.00 180 11.51 7.68 0.00 0.69 8.37 5.92 0.00 160 17.28 9.97 3.50 0.49 6.96 3.88 0.00 140 22.87 13.20 5.24 0.38 8.34 4.37 0.00 120 27.58 15.91 6.91 0.31 9.31 5.09 0.00 1.00 31.58 18.22 8.48 0.27 10.01 5.29 0.00 80 35.78 20.64 9.94 " " -in o-� C; tis 0.00 60 39.42 22.75 11.33 0.20 11.63 6.45 0.00 40 43.08 24:86 12.64 0.18 12.40 6.72 0.00 20 46.86 27.04 13.91 0.16 13.29 7.08 0.00 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 5 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT *** RESULTS OF STRESS ANALYSIS *** SPAN BASE OVERTURNING AXIAL COMPRESSION UPLIFT ELEV SPREAD MOMENT LOAD PER LEG PER LEG ft. ft. ft -k kips kips kips 180 5.00 11.64 4.76 4.27 1.10 160 5.00 146.47 11.92 37.80 29.85 140 7.00 424.58 17.52 75.88 64.20 120 9.00 816.72 22.39 112.25 97.33 100 11.00 1317.44 26.83 147.24 129.36 80 13.00 1909.04 30.34 179.69 159.46 60 15.00 2582.63 34.22 210.22 187.41 40 17.00 3334.63 37.92 239.15 213.87 20 19.00 4159.62 43.07 267.16 238.45 0 21.00 5059.00 48.34 294.29 262.07 *** BASE REACTIONS *** SHEAR MAX. UPLIFT MAX. COMP. OVERTURNING ESTIMATED PER LEG PER LEG PER LEG MOMENT STEEL WEIGHT kips kips kips ft -k kips 15.62 262.07 294.29 5059.00 21.09 SELF-SUPPORTING TOWER DESIGN AND ANALYSIS BY SABRE COMMUNICATIONS Page 6 185' MODEL S3TL TOWER CSD (SA1134S) 1-9-98 RICHVALE, CA 80 MPH WIND + 0.5 in. ICE PER EIA -222-F-1996 W.G. & CLIMBING LADDERS AS REQUIRED INPUT DATA FILE C:\STANDARD\SA1134S.DAT SUMMARY OF STRESS RATIOS:- NOTE:- DESIGN LOAD OF REDUNDANTS = 1.5% OF LEG LOAD ELEVATION SECTION MEMBER TOWER MEMBER ALLOW. COMBINED FROM TO I.D. OF MEMBER LOAD LOAD STRESS ft ft TOWER SIZE (kips) (kips) RATIO .185 180 S3T-L6HCST5 LEG 2.375 OD X .218 4.27 28.75 0.15 DIAG L1.75X1.75X3/16 2.58 7.12 0.36 180 160 S3T-L6XXHC LEG 2.875 OD X .276 37.80 49.18 0.77 DIAG L1.75X1.75X3/16 5.92 7.24 0.82 160 140 S3T-L7SHC LEG 3.5 OD X .3 75.88 72.28 1.05 DIAG L1.75X1.75X3/16 3.88 5.17 0.75 140 120 S3T-L8SHC LEG 4.0 OD X .318 112.25 91.97 1.22 DIAG L2X2X3/16 4.37 5.44 0.80 120 100 S3T-L9MUS3A LEG 4.5 OD X .438 147.24 131.27 1.12 DIAG L2.5X2.5X3/16 5.09 6.85 0.74 100 80 S3T-L10MUS5A LEG 5.563 OD X .500 179.69 200.28 0.90 DIAG L2.5X2.5X3/16 5.29 5.37 0.98 80 60 S3T-LllSSC LEG 6.625 OD X .432 210.22 221.00 0.95 DIAG L3X3X3/16 5.65 7.51 0.75 60 40 S3T-L12SXXHC LEG 6.625 OD X .432 239.15 198.12 1.21 DIAG L3X3X3/16 6.45 5.08 1.27 40 20 S3T-L13SXXHD LEG 8.625 OD X .500 267.16 327.63 0.82 DIAG L3.5X3.5X1/4 6.72 9.22 0.73 20 0 S3T-L14SXXHB LEG 8.625 OD X .500 294.29 327.63 0.90 DIAG L3.5X3.5X1/4 7.08 7.77 0.91 DRILLED STRAIGHT PIER DESIGN BY SABRE COMMUNICATIONS CORPORATION TOWER FOUNDATION FOR A 185' S3TL C.S.D. RICHVALE; CA REACTIONS :- HORIZONTAL FORCE (kips) = 15.62 VERTICAL FORCE (kips) = 262.07 OVERTURNING MOMENT (ft -k) = 0 SOIL AND CAISSON DATA :- HT. OF PIER ABOVE GRADE (ft) _ .5 DEPTH OF LOOSE TOP SOIL (ft) = 5 WEIGHT OF SOIL (pcf) = 100 WATER TABLE BELOW GRADE (ft) = 99 ANGLE OF SOIL FRICTION (deg) = 15 ULTIMATE COHESION (psf) = 200 S.F. OF SOIL OR SKIN FRICTION = 2 S.F. OF CONCRETE = 1.25 Fy OF RE -BARS '(ksi) = 60 ULTIMATE DEPTH OF EACH STRATUM SKIN FRICTION FROM TO psf ft ft 0 0.0 5.0 1400 5.0 31.5 *** DRILLED STRAIGHT CAISSON DATA AND CAPACITIES-*** ALLOWABLE VERTICAL REISTANCE (kips) = 281.36 CALCULATED LATERAL SOIL PRESSURE AT TOP (ksf) = 0.298 ALLOWABLE LATERAL SOIL PRESSURE AT TOP (ksf) = 1.026 CALCULATED LATERAL SOIL PRESSURE AT BOTTOM (ksf) = 0.246 ALLOWABLE LATERAL SOIL PRESSURE AT BOTTOM (ksf) = 2.511 DIAMETER OF CAISSON (ft) = 4.00 DEPTH OF CAISSON BELOW GRADE (ft) = 31.50 TOTAL LENGTH OF CAISSON (ft) = 32.00 VOLUME OF CONCRETE OF EACH CAISSON (cu. yd.) = 14.89 MAX. MOMENT AT CAISSON BELOW GRADE (ft -k) = 188.20 REQUIRED AREA OF RE -BARS (sq. in.) = 9.05 4.q 0 GEOTECHNICAL ENGINEERING REPORT for a STEEL LATTICE COMMUNICATION TOWER ATS SITE csdBU-212 RI C HVALE Richvale, California Prepared for: Communication - Systems Development, LLC. 1755 West Hammer Lane, Suite 12 Stockton, CA 95 219 December 2, 1997 Robert Young & Associates GEOTECHNICAL & STRUCTURAL ENGINEERING FOR SAFE, ECONOMICAL STRUCTURES TABLE OF CONTEIM 1. INTRODUCTION 1.1 Project Description 1.2 Scope of Investigation 2. SITE INVESTIGATION 2.1 Surface Conditions 2.2 Seismicity 2.3 Subsurface Conditions 3. DISCUSSION AND RECOMMENDATIONS 3.1 Site Preparation 3.2 Type of Foundation for Tower 3.3 Design Parameters for Tower Foundation 3.4 Building Foundations 3.5 Slabs -on -Grade 3.6 Trench Backfill 3.7 Engineered Fill 3.8 Drainage 3.9 Settlement 3.10 Temporary Slopes 4. CONSTRUCTION OBSERVATION • 5. LIMITATIONS PLATES: 1. Site Location 2. Site Plan 3. Uniform Soil Classification 4. Log of Exploratory Boring 0 1. INTRODUCTION This report presents the results of a geotechnical investigation for a proposed communications tower to be located west of the town of Oroville in Butte County, California. The purpose of the investigation was to evaluate the surface and subsurface soil materials and based on these findings to recommend the type of foundation and relevant engineering parameters to be used in the design of the foundation. This report includes the results of the site reconnaissance and analysis and the resulting recommendations. 1.1 Project Description A The project consists of the erection of a 185 foot high maximum, three legged, steel lattice communication tower and associated structures. No other site work is planned. Plate 1, "Site Location" shows where the project site is located relative to the town of Oroville, Highway 99, and other county roads; the site is located immediately north of Nelson Ave. in the town of Richvale, California. Plate 2, "Site Plan" shows the location of the geotechnical testing relative to the proposed lease site, Highway 99, Nelson Ave., and property lines. 1.2 Scope of Investigation The scope of this investigation consisted of the following: 1. A review of available geologic maps and literature to identify any geological or seismic features that could affect the project. 2. A surface reconnaissance of the site to further identify features that could affect the project. 3. A subsurface investigation consisting of logging and sampling of one exploratory boring excavated near the proposed tower site. 4. Laboratory testing of samples taken from the exploratory boring, consisting of classification tests to predict engineering behavior. 5. The preparation of this report. 0 This report was prepared in accordance with generally accepted soils and foundation engineering practices applicable at the time the report was prepared. No other warranties either expressed or implied are made as to the professional advice provided. The recommendations made are based on our observations during the surface and subsurface investigations and laboratory test results. The scope of this investigation did not include any environmental assessment or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water or groundwater. 2. SITE INVESTIGATION 00 The subsurface investigation was performed on November 29, 1997. The investigation consisted of drilling one exploratory boring with a truck mounted drill rig. The depth of the exploratory boring was 31.5 feet. The materials encountered in the boring were sampled using a 2 inch I.D. split spoon sampler with brass inserts, driven 18 inches using a 30 inch drop from a 140 pound hammer. The blow counts for the last 12 inches were recorded, converted to standard penetration resistance, and shown on the boring log. The samples were logged and classified according to the Unified Soil Classification System (Plate 3). When over 50 blows were' counted for less than 6 inches of penetration, the inches of penetration were noted. Pocket penetrometer readings were taken where appropriate and the results shown on the log. The location of the exploratory boring is shown on Plate 2. (The location shown is not based on survey and is therefore approximate.) Detailed descriptions of the materials encountered in the boring are presented on the boring log, Plate 4. 0 2.1 Surface Conditions The site for the three legged tower was a gently rolling private agricultural parcel used for grazing. At the time of the investigations there was short to medium height green grass and weeds. The ground sloped gently downhill to the north, where there was a natural east/west drainage. Nelson Ave. was immediately south of the site. 2.2 Seismicity A relatively short unnamed active fault lies 13 miles southeast of the site. The Big Bend Fault lies 18 miles northeast of the site and there is a group of 8 short unnamed faults 20 miles north of the site. These are classified as Geotechnical Report for ATS Site csdBU-212 /Page 2 Pre -Quaternary faults .(no movement within the last 2 million years),I Other Pre - Quaternary faults in the area include one unnamed fault that lies 4 miles west, two that lie 8 miles east, and a shear zone located 16 miles southeast of the site. Faults in this category should not be considered dead. Evidence of recent movement may not have been observed or it may be covered by younger rocks or deposits. Our field investigation did not uncover any evidence of fault movement. The 1994 Uniform Building Code shows the site in Seismic Zone 3. 2.3 Subsurface Conditions The surface soil encountered in the exploratory boring consisted of a moist to dry, soft to hard, silty clay with traces of gravel which extended to a depth of about 17 feet. Underlying this was a wet, dense sand which extended to a depth of about 30 feet. Below that was a wet, hard, silty clay with traces of gravel which extended to the maximum depth explored of 3 1. 5 feet. Groundwater was not encountered in the exploratory boring. It should be noted that groundwater conditions may fluctuate depending on rainfall and/or runoff conditions not apparent at the time of this investigation. 3. DISCUSSION AND RECOMMENDATIONS Based on the results of the field investigation, laboratory testing, analysis and our understanding of the project, from a geotechnical standpoint the project may be developed essentially as planned. Detailed recommendations follow. These recommendations are based on the subsurface conditions encountered at the location of the boring and should not be extrapolated to other areas or used for other facilities without our prior review. 3.1 Site Preparation If any accessory structures are to be constructed with the tower, site area should be stripped of any vegetation and/or organic material (estimated stripping depth is 3 inches). This area should then be scarified to a minimum depth of 8 inches, moisture conditioned to near optimum moisture content and compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557. Fault Map of California, Charles W. Jennings, California Division of Mines and Geology, 1975 Geotechnical Report for ATS Site csdBU-212 /Page 3 0 3.2 Types of Foundation for Tower The types of foundation recommended for the proposed tower are either 1) a reinforced concrete mat bearing on the native soil at a depth of at least 18 inches below the surface or 2) one drilled and poured in place caisson under each of the three legs of the lattice tower. Each caisson should be designed to resist uplift and downward forces as well as lateral forces from tower loading. The foundation parameters to be used for design are shown in section 3.3 below. 3.3 Design Parameters for Tower Foundations a. Allowable caisson skin friction: a . For both uplift and downward loading: 700 pounds per square foot for long term dead and live loading 850 pounds per square foot for short term loading including wind and seismic (Note: Neglect upper five feet of skin friction for either uplift or downward loading.) b. Allowable lateral fluid pressure: Surface to 30.0 feet below surface: 200 pounds per square foot for dead load 250 pounds per square foot for dead plus live load 300 pounds per square foot for all loads including wind and seismic c. Allowablq bearing capacity at a minimum of 18 inches below the surface: 2000 pounds per square foot for dead load 2250 pounds per square foot for dead plus live loads 2500 pounds per square foot for all loads including wind and seismic. (Note: the bearing surface of the mat foundation should be moisture conditioned to near optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined by ASTM D 15 5 7.) d. Allowable bearing capacity below depth of 10 feet: 3000 pounds per square foot for dead load 3500 pounds per square foot for dead plus live load 4000 pounds per square foot for all loads including wind and seismic (Note: Caisson foundations should be designed using skin friction or direct bearing but not both) 0 Geotechnical Report for ATS Site csdBU-212 Page 4 11 e. Lateral sliding resistance for either native soil or compacted fill: 0.35 3.4 Building Foundations Any proposed building structures may be supported on conventional reinforced concrete continuous wall and isolated column footings which bear on the native materials or on engineered fill. Footings may be designed using an allowable bearing capacity of 1500 pounds per square foot (psf) for dead loads, 1750 psf for long term live loads and 2000 psf for short term loading due to wind or seismic forces. Any building foundations should be a minimum of 12 inches wide and be at least 12 inches below finished adjacent grade. 0 3.5 Slabs -on -grade Concrete slabs -on -grade may be placed directly on native soil prepared and compacted to the requirements of section 3.1 of the geotechnical report or on engineered fill prepared to the requirements of Section 3.7 below. Slabs should be supported on at least 4 inches of drain rock or pea gravel to provide a capillary break for underground moisture. If the slab will have moisture sensitive floor covering it should be underlain with an impermeable membrane that is placed over the drain rock. This vapor membrane should be covered with two inches of clean fine sand to provide membrane protection and promote uniform slab curing. Minimum slab reinforcing should be 6 x 6 10/10 mesh or #3 rebar at 24 inches on center. 3.6 Trench Backfill Native or imported soils may be used for trench backfill; rocks greater than one inch in maximum dimension should not be used within 12 inches of any utility line. All trench backfill should be moisture conditioned to near optimum moisture content, placed in lifts less than 8 inches in loose thickness and compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557. The upper 6 inches of any areas supporting footings, concrete slabs or pavements should be compacted to 95% 3.7 Engineered Fill The materials encountered in the boring should be suitable for engineered fill. If imported fill is used it should be free of organic material and debris, evenly graded, less than 6 inches in maximum dimension and non -plastic (plasticity index less than 15, liquid limit less than 30). Any imported fill materials should be tested and approved by the engineer prior to use. Geotechnical Report for ATS Site csdBU-212 /Page 5 v All fill material should be moisture conditioned to near optimum moisture content, placed in lifts less than 8 inches in loose thickness and compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557. The upper 6 inches of any areas supporting footings, concrete slabs or pavements should be compacted to 95%. Jetting should not be used for compaction. 3.8 Drainage Final grading should leave 2% minimum gradients away from foundations. 3.9 Settlement Post construction settlement of either the caisson or mat foundations for the lattice tower or the spread footings for other structures should be less than 1/4 inch. 3.10 Temporary Slopes Temporary slopes in the native soil should not exceed one -and -one half horizontal to one vertical (ie 1.5:1). 4. CONSTRUCTION OBSERVATION Variations in subsurface conditions are possible and may be encountered during construction. In order to permit correlation between the subsurface data obtained in our investigation and actual subsurface conditions encountered during construction and to assure conformance with the plans and specifications, a civil or geotechnical engineer should observe the foundation excavation prior to placement of concrete and reinforcing steel. We also recommend that we review the final design documents in order that the recommendations be properly implemented. S. LIMITATIONS The recommendations presented in this report are based on field observations, laboratory testing and our understanding of the project. We request that we be notified immediately if any subsurface conditions are encountered during construction that differ from those described in this report. so that we can review them and make any appropriate changes. Also, if the scope of the project or location of the foundation changes from that described in this report, we request that we be notified. Geotechnical Report for ATS Site csdBU-212 /Page 6 0 :7 ROBERT YOUNG AND ASSOCIATES 563 Idaho Maryland Road, Grass Valley, CA 95945 (916) 477-2864 NTS CLIENT/JOB: CSD/ATS Site BU -212 ITEM: Site Location DATE: 12/2/97 PLATE: 1 OF—4 r a &CLSONJ of !SH/PP££ RQ • ��y Ac /95 Ac. . pyo 2094c. , 2/2 Ac. ' 20646Ac 9 ♦ ' + w % I 282AC. �. .�,o, Approximate Location of Exploratory Borin 4. �l9)4 11.094 / / •S ` S \ ` (OROVILLEJ NE -- / ♦` 4 1 S \ ORIGINAL SITE PLAN PROVIDED BY CSD ROBERT YOUNG AND ASSOCIATES CLIENT/JOB: CSD/ ATS Site ITEM: Site Plan BU -212 563 Idaho Maryland Road, Grass Valley, CA 95945 (916) 477-2864 DATE: 12/2/97 PLATE: 2 OF 4 A MAJOR SUBDIVISIONS GROUP TYPICAL DESCRIPTIONS SYMBOLS , WELL GRADED GRAVELS, GW GRAVEL SAND MIXTURES, LITTLE OR GRAVEL AND CLEAN GRAVELS ,`; ; ; ,` NO FINES GRAVELLY (LITTLE OR SOILS NO FINES) POORLY GRADED GRAVEL, OR COARSE- GP GRAVEL SAND MIXTURES, LITTLE OR GRAINED : -� NO FINES SOILS MORE THAN 50% GRAVELS GM SILTY GRAVELS, GRAVEL -SAND -SILT OF COARSE WITH FINES MIXTURES FRACTION RETAINED ON A NO. 4SIEVE (APPRECIABLE GC SILTY GRAVELS, GRAVEL -SAND -CLAY AMOUNT OF FINES) MIXTURES CLEAN SAND �� y �v��� �x�x x x i y x y S W WELL GRADED SANDS, GRAVELLY SAND AND ly, SANDS, LITTLE OR NO FINES SANDY rIvy v v r SOILS (LITTLE OR SP GRAVELLY POORLY GRADED SANDS OR SANDS, LITTLE OR NO MORE THAN 50% NO FINES) # OF MATERIAL FINES IS LARGER THAN SANDS SM SILTY GRAVELS, GRAVEL -SAND -SILT N0.SI SIEVE SIS MORE THAN 50% OF COARSE WITH FINES MIXTURES FRACTION PASSING A NO.4 SIEVE (APPRECIABLE S C CLAYEY SANDS, SAND -CLAY AMOUNT OF FINES) �7 MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS OF LOW PLASTICITY FINE GRAINED SILTS LIQUID LIMIT S CL INORGANIC SILTS OF LOW TO Coq LESS THAN 50 MEDIIUM PL.ASTIICITY, GRAVELLY, SOILS SAND OR SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR MORE THAN 50% SILTY SOILS, ELASTIC SILTS OF MATERIAL C H L1 INORGANIC CLAYS OF HIGH IS SMALLER THAN N0.200 SILTS LIQUID LIMIT AND GREATER SIEVE SIZE CLAYS THAN 50 PLASTICITY, FAT CLAYS ♦®®®� OH ORGANIC CLAYS OF MEDIUM TO ®®®�� HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS UNIFIED SOIL CLASSIFICATION SYSTEM ROBERT YOUNG AND ASSOCIATES CLIENT/JOB: CSD/ ATS Site BU -212 563 Idaho Maryland Road, Grass Valley, CA 95945 ITEM: Unified Soil Classification System (916) 477-2864 DATE: 12/2/97 PLATE: 3 OF 4 o Un Std. Penetration R esistanc e ca Moisture - C ont ent % r N N N v s !Ao r u' o p CO)0 0 0 0 0 -1 m m D L/ Z m O Sample I -' ffln w On S N x co p a 2 r 03 CD C O m o m� CL Q ow 4 o' ' -� N c' r CL > c� o = ; P. m cn CD -o n v my 0 C CD 0 � m 0 :3D= m �� O C CD C CD C CD y - ALA -1 — 7� i m m O O 1 CD CD CD CD m CD II A 11 N II N • C7� O O CO C0 �1 -n -n COMMUNICATION SYSTEMS DEVELOPMENT, LLC. 0 Hr VICINITY MAP RIC HVA_r E BUTTE COUNTY. CALIFORNIA ATS -BU- '212 SITE NAME: RICHVALE PROJECT MANAGER: COMMUNICATION SYSTEMS DEVELOPMENT, INC. SITE NUMBER: ATS—BU-212 1755 W. HAMMER LANE, 812 STOCKTON, CA 95209 SITE ADDRESS: NELSON AVENUE (209) 951-3049 RICHVALE, CA. APPLICANT: COMMUNICATION SYSTEMS DEVELOPMENT, LLC. 1755 W. HAMMER LANE, 812 ARCHITECT &ENGINEER: STOCKTON. CA 95209 ADVANCEDMGN GROUP, LLC AGENT: OLO18 COMMUNICATION SYSTEMS DEVELOPMENT, INC. BAKERSFIELD. CA 93302 1755 W. HAMMER LANE, 812 STOCKTON, CA 95209 ALLAN P. HENDERSON. R.C.E. 25224 (209) 951-3049 OWNER: JACK LaNOUE AND BRUCE HELTNE SURVEYOR: PROPERTY INFORMATION SMITH & COMPANY SURVEYING SERVICES, INC. P.O. BOX 464 A.P.N.: 030-010-006 BAKERSFIELD. CA 93302 AREA OF CONSTRUCTION: 4,800 SQUARE FEET GREGORY J. SMITH, LS. 5511 PROJECT INFORMATION PROJECT CONSULTANTS SHEET NO. E2 DESCRIPTION E911ml DRAWING INDEX U z zN N O ae �HinC��� z Z W Wim^ H� z� U)x�m o � U) Oa wto F„ a� U W " Q U Z a4 o 1-�-i � �E"U,H Lo� z mV3 a z � � x� � a uo a U)oa 0i o to U W Q , z (/] U m mQcn `�ma W �D U C) 06 Zea a� m..m nm 01/06/98 -MAIM Be RGS A I DATE I m1csw m 21 mamam IUCHVA18 xmmu Harm B®utA u Bora moan ATS—BO-212 o® roo CUIDO i EMMENT AND LATTICE TOGA aer ms TITLE $MEET =Tl PROJECT INYE: � I x � 'm SMITH x PROJECT INYE: � EAg OP.- � SMITH COMMUNICATION SYSTEMS COMMUNICATION SYSTEMS DEVELOPMENT, INC DEVELOPMENT, LLC COMPANY p ATS-BURICHV-212 M N N SURVEYING SERVICES. INC. >D 9 r E NELSON AVENUE J 1755 W. HAMMER LANE. #12 1755 W. HAMMER LANE, #12 P.O. 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