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15 Santa Rosa medical Addition docs 1
city, Of San IUIS OBIspo aidBuilding & Safety Division • 990 PaIvnSlre�tSLSan LwSDhistm CfL934f1i-3249 • (805) 781-7180 Project Address 15 SANTA ROSA 11��UU 1111 LL f�lU1 (:LIUft rCffLIIL Assessor's Parcel Number 052-174-027 Legal Description CY SLO T30S R12E PTN SEC 27 Project Description MEDICAL OFFICE ADDITION Permit Type X Building _X pechanical X Electrical X Plumbing __ Sign _Demolition _Grading Property Owner HERTEN R JEFFREY Occupant/Business Name DERMATOLOGY OFFICES Mailing Address 15 SANTA ROSA ST Architect/Engineer City/State/Zip SLO CA, 93401-1811 License # Contractor OWNER Contractors Phone No. Mailing Address -- Contractors State Lic. No. City/State/Zip Project Manager CHUCK CROTSER Project Managers Phone No. 546-5484 Lender Name Lender Address U.B.C. Group B U.B.C. Type V-N Fire Sprinklers Stories 1 Codes: UBC 98 NEC98 Census number 437 Commercial Alteration or Addition Dwelling Units 0 Motel Rooms 0 Valuation Non -Residential Addition to Office Building 210,000 2,120 Sq Ft @ with A/C Fire Sprinklers $210,000.00 Fees Building Permit Plumbing Permit Mechanical Permit Electrical Permit Grading Permit S.M.I.P. Energy Surcharge Accessibility Surcharge Demolition Permit Sign Permit Administrative Permit Miscellaneous Charge/Credit Investigation Fees Microfilm Subtotal Building Plan Review Fee Fire Safety Plan Review Plan Review Subtotal Fire Safety Surcharge Construction Unit Tax Water Impact Water Meter Installation Wastewater Impact Traffic Impact Affordable Housing Public Art Total Fees ,948,35 :2,451.95 1,674.90 223.26 223.26 223.26 0.00 44.10 234.47 152.40 0.00 0.00 0.00 0.00 0.00 172,70 2,086.77 365A 8 410.32 0.00 0.00 0.00 0.00 6,097.12 0.00 _ 0.00 11,907.74 Balance Due Payments o.00 Amoull , Date Receiot Payment#1 2,451.9E 02/22102 2670 Payment#2 9,455.79 08/13/02 5243 Total Paid 11,907.74 Application Number 020192 Application Date 02/22/02 Permit Number 17010 Issuance Date 08/13/02 Total Building Value $210,000.00 Legal Declarations 1. OWNER BUILDING DECLARATION: I am exempt from the contractor's License Law for the following reason: 1, 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. ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ Not applicable. 2. WORKER'S COMPENSATION DECLARATION: I hereby affirm that 1 have a certificate of consent to self -insure, or a 'certificate of Workers' Compensation insurance, or a certified copy hereof Certified copy is hereby furnished. Certified copy is filed with the City. Not applicable 3. CERTIFICATE OF EXEMPTION FROM WORKERS COMP. INSURANCE ❑ 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 the Worker's Compensation Laws of California ❑ Not applicable NOTICE TO APPLICANT. If, after making any of the foregoing declarations, you become subject to any Labor Code or License Law provision, you must comply with such provisions or this permit shall be deemed revoked. 1 certify that I have read this application and state that the above information is correct, I agree to comply with all city ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above -mentioned property for inspection purposes. Unless noted under "Special Conditions", this permit becomes null and void if work or construction authorized is not started within 180 days, or if construction or work is suspended or abandoned for a period of 180 days any time after work is commenced. Special Conditions: Comments: Construction File Oriainal on File i Aaent or 0 A city of san lugs oBlspo 17179 990 Palm Street • San Luis Obispo, CA 93401.3249 FINAL INSPECTION APPROVALS Project MEDICAL OFFICE ADDITION Address 15 SANTA ROSA Owner HERTEN R JEFFREY Permit No. 17010 Contractor OWNER Date 08/13/02 Please Note: This form must be completed and returned to the Building & Safety Division BEFORE a final inspection will be conducted. Permitee is responsible for obtaining the following approvals: Fire Dept (C(n ct Carrie Bassford) 781-7380 (TRACY BOWE 781-7379) By Date 3 �0 O Parks Division (Lon ombs) 781-7024 By Date Planning Dept (P DUNSMORE 781-7522) Call 5 days prior to date of inspection. By a �- Date Dy Public Art (Betsy DeJarnette) ByL-"�-- Date A Public Works (Contact S etary) 81- 0I) By Date 3-3/e Recycling (Dpug-B den 7$7'7�13 By I`P!�/1 Date 3 - 3 - `1 See reverse side for instructions. DO NOT LOSE THIS CARD .3 SAN LUIS COASTAL UNIFIED SCHOOL DISTRICT 1500 Lizzie Street • San Luis Obispo, CA 93401' Business Services Division • (805) 549-1207 SCHOOL FEES A62926 i. — Received From: —-- Address '-2-41 co< �u S _ If Where you can be reached between IB a.m. and 4 p.m. — Sum of: _ 1��_`01 ----- --- — — -- - _. Property Address: Property Type: k (L- s' — ❑ Residential commercial Total Fee: , Z`r _x sq. n. $— ❑ County City Name S�' ' — Method ofPayment:.—_---------Check/M.O.#:�Lsz.L� --- Permit#: (`:� ----- . „ o —`6- f''c Date I�!�Illlllpl� �Illi City of San WIS OBI Sp0 Building & Safety Division • 990 Palm Street • San Luis Obispo, CA 93401-3249 • (805) 781-7180 School Fee Payment Certification The City cannot issue a building permit until the fee required by the San Luis Coastal Unified School District has been paid. After payment of permit fees to the City, the applicant is responsible for taking this form to the school district offices at 1500 Lizzie Bldg C. The :school district will determine if a fee is required, compute and collect the fee from the applicant, and certify payment in part 'C" of this form. The applicant must return this form to the Building Division before the building permit can be issued. The phone number for the school district is 549-1207. A. APPLICANT AND PERMIT INFORMATION Application No. 020192 Applicant Name Project Address HERTEN R JEFFREY 15 SANTA IROSA Assessor's Parcel Number 052-174-027 Permit No. B. BUILDING TYPE & SINE INDICATED BY PERMIT APPLICATION Building Type: Residential x Commercial Residential Addition Floor Area Non -Residential Addition to Office Building 2,120.00 sq. ft. Net Floor Area: 2,120.00 sq. ft. Permit application reviewed by: Signature: LCL p4— C) Date Date i �l Title: Building Permit Coordinator C. SCHOOL DISTRICT VERIFICATION OF FEE PAYMENT I hereby certify that required development fee has been paid the San Luis Coastal Unified School District for the building described above. ? S AB 2926 fee: :Sq. F=t. 7� x fee _ TOTAL FEE CALCULATED $ z5 L) Signature: C Date Earth Systems, Pacific January 10, 2002 Dr. R. Jeffrey Herten 15 Santa Rosa Street San Luis Obispo, CA 93405 PROJECT: IIE',RTEN MEDICAL OFFICE ADDITION 15 SANTA ROSA STREET SAN LUIS OBISPO, CALIFORNIA. SUBJECT: Update of Soils Engineering Report 4378 Santa Fe Road San Luis Obispo, CA 93401-81 16 (805) 544-3276 • FAX (805) 544-1786 E-mail: esc@earthsys.com ECLE NO.: SL-13051-SA REF: 1) Soils Engineering Report, Herten Medical Building, 15 Santa Rosa Street, by Buena Engineers, Inc., Doc. No. 84-2-24, dated February 28, 1984 (File No. B-14077-SLI) 2) Compaction Report — Rough Grading, Medical Office Building, 15 Santa Rosa Street, San Luis Obispo, California, by Buena Engineers, Inc., Doc. No. 84-8-283, dated August23, 1984 (File No. B-14077-SL1) 3) Preliminary Project Plans for Herten Medical Office Addition, by Charles Crotser Architect A.I.A. Dear Dr. Herten: As authorized, the undersigned recently visited the referenced site to observe the area proposed for the addition to the existing structure, and reviewed the above referenced reports. The planned single -story addition will have a footprint of approximately 2,100 square feet, the existing structure is approximately 1,800 square feet. The addition will adjoin the south side of the existing structure, and a new roof structure will span the existing structure and the addition. The addition will be of conventional wood and/or steel frame construction; it will have continuous perimeter and interior foundations with stemwalls that will either be backfilled to support a concrete slab or that will support a raised wood floor system. Maximum dead plus live loads on continuous footings of 2 klf have been assumed. Finish floor elevation of the addition will match the existing structure, which has a raised floor Herten Medical Office Building January 10, 2002 system. Therefore, finish floor will be 2.5 to 3 feet above existing grades on the south side of the structure. The addition will be served by the existing utility systems. No drainage basins are planned. Beyond the building area, minor reconstruction of the parking lot, exterior flatwork and landscaping is planned. The purpose of this report is to provide updated soils engineering recommendations for the proposed development. Our scope of services consisted of a field reconnaissance, a review of the referenced information, and development of the recommendations contained in this report. It is our intent that this report be used exclusively by the client to form the geoteehnical basis of the design of the project, and in the preparation of plans and specifications. Application beyond this intent is strictly at the user's risk. This report does not address issues in the domain of the contractor such as, but not limited to, site safety, subsidence of the site due to compaction, loss of volume due to stripping of the site, shrinkage of fill soils during compaction, excavatability, temporary slope angles, construction methods, access roads, etc. Analysis of site geology and of the soil for corrosive potential, radioisotopes, asbestos, hydrocarbons, or other chemical properties are beyond the scope of this investigation. Ancillary structures such as fences, light poles, signage, and nonstructural fills are also not within our scope and are not addressed. To aid in conformance: with the intent of this report, this firm should be retained to review plans as they near completion. In the event that there are any changes in the nature, design, or location of improvements, or if any assumptions used in the preparation of this report prove to be incorrect, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing. The criteria presented in this report are considered preliminary until such time as any peer review or review by any jurisdiction(s) has been SL-13051 SA 2 0201-018.RPT Herten Medical Office Building January 10, 2002 completed, conditions are observed by the soils engineer in the field during construction, and the recommendations have been verified as appropriate or modified in writing The site was originally addressed in a soils engineering report by Buena Engineers, Inc., in Ref. No. I, when a smaller structure on the site was remodeled and augmented to create the current structure. A copy of that report is included in the Appendix. In the soils engineering report it was indicated that the soils underlying the site were generally clays with relatively low in situ densities and "very high" expansion potential. During the reconstruction of the original structure, iit appears that the upper soils were scarified and recompacted (Ref. No. 2), and new foundations were extended to firm native soils. Based on the previous information, the current field reconnaissance and our understanding of the proposed construction, it is our opinion that the site is suitable for the proposed addition, provided the conclusions and preliminary recommendations of this update report are incorporated into the project plans and specifications_ In our opinion, the primary geotechnical concerns are the potential for excessive settlement of the upper soils, and the "very high" expansion potential of the upper soils. The in place density and consolidation test results in Ref. No. I indicate a potential for settlement of approximately 1/a-inch if the addition is founded on contiinuous footings with a raised floor system. As the existing structure has probably experienced the majority of its total expected settlement, the total settlement of the addition could create a significant differential between the existing structure and the addition. If the stemwalls were to be backfilled with 2 to 3 feet of soil to support a concrete slab, the ,additional load of the compacted soil could increase the settlement of the addition to over I inch. Due to the limited working area available for recompaction (and therefore improvement) of the soils at depth, and our understanding of the client's desire to employ a conventional rather than deep SL-13051-SA 3 0201-018.RPT it Herten Medical Office Building January 10, 2002 (caisson) foundation system, it is necessary to keep the foundation loads as low as possible. Therefore, we recommend that the option of backfi[ling tall perimeter stemwalls to support a concrete floor slab be abandoned in favor of a raised floor system. The architect/engineer should also consider the potential for differential settlement between the existing structure and the addition, and should provide structural connections and finish details that can accept the settlement. The on -site soils are classified according to the "very high' expansion category of the current (1998) Uniform Building Code. Expansive soils tend to swell with seasonal increases in soil moisture and shrink during the dry season as soil moisture decreases. The volume changes that the soils undergo in this cyclical pattern can stress and damage slabs and foundations if precautionary measures ue not incorporated into the constriction. For this project, deepened footings and additional reinforcement of foundations is recommended. UPDATED PRELIMINARY GEOTECHNICAL ENGINEERING RECOMMENDATIONS Site Preparation 1. The existing ground surface should be prepared for construction by removing all undocumented fill (fill that cannot be verified to have been properly compacted and tested), vegetation, large roots, debris, and other deleterious material. Any existing utilities that will not be serving the structure should be removed, relocated or properly abandoned. The appropriate method of utility abandonment will depend upon the type and depth of the utility. Recommendations for abandonment can be made as necessary. 2. Voids created by removal of materials or utilities and extending below the recommended overexcavation depth should be called to the attention of the soils SL-13051-SA 4 0201-018.RPT Herten Medical Office Building January 10, 2002 engineer. No fill should be placed unless a representative of this firm has observed the underlying soil. Grading 1. Remedial overexcavation and recompaction of the bearing soils within the entire addition area is not recommended, due to the proximity of the existing building and the recommended depth of the new foundations. However, recompaction of the footing excavations, prior to placement of reinforcing steel, formwork and concrete should be performed. Following excavation, the soils at the bottom of the footing excavations should be moisture conditioned to or just above optimum moisture content and compacted using hand -operated equipment to a minimum of 92 percent of maximum dry density. Soil moisture should be maintained at or above optimum, and no desiccation cracks should be present, prior to placement of foundation concrete. 2. Following site preparation, areas beyond the building to receive surface improvements such as parking areas, driveways, walkways, etc., should be prepared by scarifying the exposed surface to a minimum depth of 1 foot, moisture conditioning, and recompacting to a minimum of 90 percent of maximum dry density. 3. There is a potential for the site soils to become unstable if in situ soil moisture is very high during compaction. Unstable soils can hinder compaction effort and are unsuitable for funkier placement of fill or improvements. Alternatives to correct instability may include aeration of the soil to reduce moisture content, or the use of gravel or geotextiles. Recommendations to correct instability should be provided as necessary during construction. SL-13051-SA 5 0201-018.RPT Herten Medical Office Building January 10, 2002 4. Voids created by dislodging rocks and/or debris during grading should be backfilled and recompacted, and the dislodged materials should be removed from the work area. 5. All fill soils should be placed in thin, moisture condition lifts. Fill soils should be compacted to a minimum of 90 percent of maximum dry density. All fill should be cleaned of any rocks, debris and irreducible material larger than 3 inches in diameter. When fill contains rocks, they should be placed in a sufficient soil matrix to ensure that voids caused by nesting of the rocks do not occur and that the material can be properly compacted. All native soil used as fill should be placed with a moisture content in the range of optimum to approximately 5 percent over optimum. 6. The upper 1 foot of subgrade and all aggregate base in areas to be paved with AC or Portland cement concrete (PCC) should be compacted to a minimum of 95 percent of maximum dry density. Subgrade and aggregate base should be firm and unyielding when proofrolled with heavy, rubber -tired grading equipment prior to continuing construction. Utility Trenches 1. A select, noncorrosive, granular, easily compacted material should be used as bedding and shading; immediately around utilities. The material found at the site may be used for trench backfill above the select material. Due to its clay content, the site soil may be difficult to compact in trench areas. If this is the case, a more easily compacted, imported sand may be utilized. 2. Trench backfill in landscaped or other unimproved areas where settlement of the trench backfill would not be detrimental should be compacted to a minimum of 85 percent of maximum dry density. Trench backfill in the upper I foot of subgrade SL-13051-SA 6 0201-018.RPT Herten Medical Office Building January 10, 2002 beneath AC and PCC pavement should be compacted to a minimum of 95 percent of maximum dry density. Trench backfill in all other areas should be compacted to a minimum of 90 percent of maximum dry density. Jetting of utility trench backfill Should not be allowed. Foundations 1. Foundations should be supported completely by firm, recornpacted site soils, as described in the Grading section of this report. All footings (except as discussed below) should extend to a minimum depth of 30 inches below finish grade. Spread footings should. be a minimum of 2 feet square, and should be restrained in at least two directions by grade beams that are at least 12 inches wide and 30 inches deep. 2. Footings for the addition that are constructed immediately adjacent to the existing structure's footings should be no deeper than the existing footings. The new and existing footings should be dowelled together as directed by the architect/engineer. 3. Continuous and spread footings should be reinforced as required by the architect/ engineer; minimum footing reinforcement should consist of four No. 5 rebar two at the top and two at the bottom. 4. Continuous and spread footings may be designed using maximum allowable bearing capacities of 1,000 psf dead load, and 1,300 psf dead plus live load. Using these criteria, total and differential settlement of foundations are expected to be a maximum of 3/a-inch, and 3/8-inch in 15 feet, respectively. SI. 13051-SA 7 0201-018.RP 1' Herten Medical Office Building January 10, 2002 5. Allowable bearing capacities may be increased by one-third when transient loads such as wind or seismicity are included. The foundations should be designed using the following seismic parameters Seismic Source Los Osos Fault Distance to Seismic Source 4 km Seismic Zone 4 Seismic Zone Factor (UBC Table 16-1) 0.40 Seisrnic Source Type (UBC Table 16-U) B Soil Profile Type (UBC Table 16-J) SE Seismic Coefficient -Ca (UBC Table 16-Q) 0.40 Seismic Coefficient-C, (UBC Table 16-R) 1.34 Near Source Factor-Na (UBC'rable I6-S) 1.1 Near Source Factor-Nv (UBC Table 16-T) 1.4 6. Lateral loads may be resisted by soil friction and by passive resistance of the soils acting; on foundations. Lateral capacity is based on the assumption that any backfill adjacent to foundations is properly compacted. A passive equivalent fluid pressure of 200 pcf and a friction factor of 0.20 may be used for resistance to lateral loads. 7. Foundation excavations should be compacted in accordance with the Grading section of this report, and should be tested by a representative of this firm prior to reinforcing steel and formwork placement. Foundation excavations should be moistened to at least optimum moisture content and no desiccation cracks should be present prior to concrete placement. Exterior Flatwork 1. Exterior flatwork should have a minimum thickness of 4 full inches and should be reinforced as directed by the architect/engineer; minimum slab reinforcement should consist of No. 4 rebars at 18 inches on center each way. SL-13051-SA 8 0201-018.RPT Herten Medical Office Building January 10, 2002 2. In conventional construction, it is common to use 4 to 6 inches of sand beneath exterior flatwork. At this site, however, there will be a risk of movement and damage to such flatwork if conventional measures are used, due to the expansive soil conditions. Heaving and cracking should he anticipated. A slight reduction in risk could be achieved by adjusting the soil moisture to at least optimum moisture content, and ensuiinf; no desiccation cracks are present prior to placement of the sand cushion below the flatwork. The flatwork should also be designed to act independently of building foundations. A felt joint or other separator should be included and dowels omitted between exterior flatwork and building foundations. 3. If the owner wishes to substantially reduce the risk of damage to exterior flatwork, 18 to 24 inches of imported nonexpansive soil should be provided beneath the flatwork; the more nonexpansive material used, the greater the protection for the flatwork. Nonexpansive soils are defined as being coarse grained sands �(ASTM D 2488), with an expansion index less than 10. Prior to placing the nonexpansive material, the subgrade soil moisture should be adjusted to at least optimum moisture content, and no desiccation cracks should be present. Reinforcement for flatwork should be as specified by the architect/engineer. The flatwork should also be designed to act independently of building foundations. A felt joint or other separator should be included and dowels omitted between exterior flatwork and building foundations. 4. To reduce shrinkage cracks in concrete, concrete aggregates should be of appropriate size and proportion, the water/cement ratio should be low, the concrete should be properly placed and finished, contraction joints should be properly cured. Concrete materials, placement and curing specifications should be at the direction of the architect/enp;ineer. SL-13051-SA 9 0201-018.RPT Herten Medical Office Building January 10, 2002 Drainage Around Improvements Considering the expansive soils on the site, the goal of finish grading, landscaping and finish improvements should be to maintain the soils near the foundations at as uniform a moisture content as practicable. This will entail providing proper surface drainage so that runoff flows freely away from Foundations and does not stand or pond near improvements. Maintaining uniform moisture near foundations will also entail protecting soils from prolonged drying that would result in desiccation and soils shrinkage. 1. Unpaved ground surfaces should be graded during construction, and finish graded to direct surface runoff away from foundations and other improvements at a minimum 2 percent grade for a minimum distance of 5 feet. If this is not possible due to the terrain, property lines, etc., swales with improved surfaces, area drains, etc. should be provided to divert drainage away from these areas. Paved surfaces should slope away from foundations and other improvements. 2. All eaves on the structure should be provided with roof gutters. Runoff from roof gutters, downspou¢s, area drains, etc., should discharge to an appropriate outlet in a nonerosive manner away from foundations and other improvements in accordance with the requirements of the governing agencies. 3. Raised planter boxes adjacent to foundations should be provided with sealed sides and bottoms so that irrigation water is not allowed to penetrate the subsurface beneath foundations. Outlets should be provided in the planters to direct accumulated irrigation water away from foundations and other improvements. Area drains should be provided for planter areas and other areas adjacent to improvements that would not otherwise !freely drain. SL-13051-SA 10 0201-018.12PT Herten Medical Office Building January 10, 2002 4. Subfloor areas beneath raised wood floors should be graded to a low point or a series of low points to collect drainage. Area drains should be provided at the low points, or sleeved penetrations should be provided in the foundations, to allow the discharge of accurnulatcd drainage. 5. Stabilization of surface soils, particularly those disturbed dining construction, by vegetation or other means during and following construction is essential to reduce erosion damage. Care should be taken to establish and maintain vegetation. The landscaping should be installed to maintain the surface drainage recommended in the previous paragraphs. OBSERVATION AND TESTING It must be recognized that the recommendations contained in this report rely on continuity of the subsurface conditions encountered during the original soils engineering investigation. It is assumed that this firm will be retained to review final plans as they near completion, to provide consultation prior to and during construction, to interpret this report during construction, and to provide construction monitoring in the form of testing and observation. Unless otherwise stated, the term 'compacted" or "recompacted" refers to soils (fill or native soils) placed in level lifts not exceeding 8 inches compacted to a minimum of 90 percent of maximum dry density. The standard test used to define maximum dry density and field density should be ASTM D 1557-91, ASTM D 2922-91, respectively, or other methods acceptable to the soils engineer and jurisdiction. Unless otherwise stated, "moisture conditioning" refers to the moistening or drying of soils to a level that is at least optimum and yet will facilitate compaction. At a minimum, the following items should be reviewed, tested or observed by this firm: SL-13051-SA 11 0201-018.RPT Herten Medical Office Building • Final plans January 10, 2002 • Stripping and clearing of vegetation, undocumented fill and deleterious materials • Rccompaction of foundation excavations • Fill placement and compaction • Compliance and compaction of nonexpansive imported materials (if used) • Footing cxcava[ions • Subgradc and aggregate base in areas to be paved It will be necessary to develop a program of quality control prior to beginning grading. It is the responsibility of the owner, contractor, or project manager to determine any additional inspection items required by other design professionals or the governing jurisdiction. A preconstruction conference with representatives of the owner, this firm, and contractors is recommended to discuss planned construction procedures and quality control requirements. This firm should be notified at least 48 hours prior to beginning grading operations. If Earth Systems Pacific isnot retained to provide construction observation and testing services, it shall not be responsible for the interpretation of the information by others or any consequences arising thercfiom. This report is valid for conditions as they exist at this time for the type of development described herein. The conclusions contained in this report could be rendered invalid, either in whole or in part., due to changes in building codes, regulations, standards of geotechnical or construction practice, changes in physical conditions, or the broadening of knowledge. SL-13051-SA 12 0201-018.RPT Herten Medical Office Building January 10, 2002 Our intent was to perform the investigation in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in the locality of this project under similar conditions. No representation, warranty, or guarantee is either expressed or implied. This report is intended for the exclusive use of the client in the preparation of plans and specifications. Application beyond this intent is strictly at the user's risk. If changes with respect to project type or location become necessary, if items not addressed in this report are incorporated into plans, or if any of the assumptions used in the preparation of this report are not correct, this firm shall be notified for modifications to this report. Any items not specifically addressed in this report shall comply with the Uniform Building Code as modified by pertinent sections of Title 24 of the California Code of Regulations and the requirements of the governing jurisdiction. The preliminary recommendations of this report are based upon the geotechnical conditions encountered at the site, and may be augmented by additional requirements of the architect/engineer, or by additional recommendations provided by this firm based on conditions exposed at the time of construction. This document, the data, conclusions, and recommendations contained herein are the property of Earth Systems Pacific. This report shall be used in its entirety, with no individual sections reproduced or used out of context. Copies may be made only by Earth Systems Pacific, the client, and his authorized agents for use exclusively on the subject project. All other rights are retained by Earth Systems Pacific and any other use is subject to federal copyright laws and the written approval of Earth Systems Pacific. SL-13051-SA 13 0201-01SAPT Herten Medical Office Building January 10, 2002 If there are any questions concerning this update, please do not hesitate to contact the undersigned. Sincerely, Earth Fred J. Pott st,1 Date Signed: * mr - J.Ppr ��•yG�� No. GE 2369 z .EEXu.03/31/ �t i .. OF Appendix: Buena Engineers, Inc., Soil Engineering Report dated February 28, 1984 Buena Engineers, Inc., Compaction Report dated August 23, 1984 Copies to: Charles Crotser At A.I.A. Doc. No.: 0201-018.RPT SL-13051-SA 14 0201-018.RPT APPENDIX Buena Engineers, Inc., Soil Engineering Report dated February 28, 1984 Buena Engineers, Inc., Compaction Report dated August 23, 1984 F95d 1737.A W ALTER STREET o VENTURA, CALI ORNIA 93003 August 23, 1984 PHONE (805) 642-6. B-14077-511 84-8-283 Dr., .;eff :Herten 104 Santa Rasa Street San S.vis Ob-ispo, CA 93401 Project. Medical Of.fir_e.Build iag,il`'r-Santa Rosa Street, an Luis Obispo, C Subject: Compaction Report - Rough Grading Ref: Soil ding.naering Report (#84-2••240) dated February 1984 by Buena Engineers, Inc. - - Submitted herewith is;.a report of. :five (5) compaction tests performed on August-9, 198 �by a representative of this firm. Tests were :taken at random locations to indicate compaction obtained. Test results are pre- sented on the'.. attached test report sleets with their estimated Locations plotted on the accompanying plan. Compaction tests were performed in accordance with ASTM 2922-78 and 3017- 78, Nuclear Density Test Method. Maximum density -optimum moisture was determined inaccordancewith ASTM D 1557-78, Method A or C, modified to three (3) layers. Soil Description Maximum Dens i.t} Optimum Moisture Light brown silty clay 98.0 pcf 20.0% VENTURA LANCASTER (805) 642.6727 (805) 9:6.7530 August 23, 1934 B-14077-5L1 84-8-283 Discussion: 1. The purpose of testing was to observe compliance with the project plans and specifications as well as those of the P-el:imi.nary Coil Investigation. 2. Compaction tests were taken at finish grade in the proposed pa ---king lot area and in the area surrounding the existing structure. Project plans call for a two story addition to be built adjoining the existing structure. 3. Areas tested for compaction were scarified to depth of twelve (12) inches and recompacted. Equipment utilized for earthwork included a tracked caterpillar and a water truck,. All grading and compaction operations had been completed at the time our personnel were called to the site, 4. Test resultsindicate a -minimum of ninety percent (90%) relative compaction was obtained in all areas 'zested. 5. As c°utlined in the referenced soil engineering report the soils engineer shouldbe:called to the Mbsite to observe footing trenches and test for soft spots after the excavation work has been completed. 6. .she summarized field density tests contained herein represent the moisture and density only at -the locations shown in the dates noted. If there are any questions concerning this letter, please do not hesitat to contact this office. - Respectfully submitted, BUENA ENGINEIMS,; INC. Reviewed and approved Fred J. Potthast Raymond E. Brannen. Staff Engineer G 28966 FJP/REB./cb Copies: 2 - Herten 2 - Craig Smith 2 - SLO File 1 - Vta File REPORT OF RELATIVE COMPA"MONS Job ND.B-14077- )NTRt--TOR: OATS: August try, 1984 Rennt!No 84-8-2 DORFscll J09 4 LOCAT-ION: Medical Office Bldg., San I Nb. 6ATE L2_.io a -a— OHBCA IPTION �•� , b MC--7 DRv pEsf GtTY� HHI N':vE TESTED IH t'LLCT IM PLPCH COMPPCTION 8-09-84 Per Plan Recompacted OG Parking Lot Area 24.1 9i.9 94 28.0 S8.2 90 Building Area 28.4 1 90.3 92 It ,I xI tt t+ II 29 —8 1 91.4 ( 93 It { 22.0 I I 93. 1. 95 7 1 f� l : O> - Original Ground � I _ I i WVF CERTIFY THATTHESE T'ES'dS WERE. PERFORMED IN CONFORMANCE WITH CONES: BUENA, ENGME'b RS, INC. l P3 �aur� � 55 qq BUENA E, ,NGMEERS, !NC. p � DATE: Qa• -84 FILEh0.6•i4®n, SOIL ENGINEERING. REPORT HERTEN MEDICAL BUILDING AT 15 SANTA ROSA STREET SAN LUIS OE'ISPO, CALIFORNIA B-I4077-SLi February 1984 1731-A WA.LTER STREET VENTUP.A., CALIF 0RNIA 9 3 C 0 3 February 28, 1994 C. R. Smith and"CiomF3ny P. O. Box,831 San Luis Obispo, California 93406 RE: Herten Medical Building City of San: Luis Obispo, California Presf Medi, Calif R ecu press hereii repor gat), Thist 7anua gradir Sched PHONE 1605�` 642 B 077-SL 84-2-24 .....111M '14 our :oou cn�meermg Report for the propo' �d 2 story -flier te; Building ;located at 15,SaM Rosa Street, in the City of San Luis Obispo la. enda'tions for general s}te development, foundation design and estimated ear-t7 ere ind'uded,in the reports 'the conclusions and recoriimendat ons containez ore based upan'the, appiicable`standards of�our profession a.t-the;tinie th e as prepared. , .Copies area .furnished: only .to provide the :data `which 'wert and which are, summ marized ithe report: BUFNP ENGINEERS, tNc- 2 to Richard:M. Seard CE 24552 RA1B/REB/js Copies: 6 - C. R. Smith 2 - SLO file I - VTA file VENTURA (605)642.6727 •_-f;GUSAN'] D.AN:S 6AKERSFEF_p reas; <s„s<a< fear 12751,50 are any questions concerning this report or the Reviewed and Approved n Raymond c.. Brannen CE 28966 LAN;"ASTER (805) 948-7536 SANTABARBAR4 FALM3Ppj?465 ;EG51 n@ 9, ;p ?lSAN tOE �.; 3235131 1805)5uE TABLE OF CONTENTS INTRODUCTION ......................... . SITE SETTING ...................... FIELD INVESTIGATION........ LABORATORY TESTING ................ . ...... . 2 ..................... SOIL CONI}ITIONS . . .............. SITE DEVELOPMENT RECOMMENDATIONS ................ Site Development - Buildings ............. 3. ...................... Site Development - General ...... Utility Trend es ........................... ........................... Driveway and Parking. Areas ..:............. ............................... STRUCTUF:$S ............... Foundations ........................... ,. Slabs -on -Grade .... ...............,.... Frictionaland Lateral Coefficients........,.. Settlement Considerations ....:........... Paving..,............... ...................... LIMITATIONS AND UNIFORMITY OF CONDITIONS ....................... APPENDXX A Summary of Test Results 'able:29-A APPENDIXX. B Standard Grading Specifications APPENDIX C Site Plan .Log of Borings BUENA ENGINEEP,S. !NC. k 4 3 5 6 6 6 7 8 Februa n, ?S, 1984 INTRODIJC .Iota _'Ils ze,Dort r _vents results of a Soil Engineering Study performed for the proposer_' -n� +!,-al build ng in the. City of San Luis Obispo, California. A. lire proposed construction is presently planned qo be a two story wood frame and stucco addition to and renovation c1 an existing one story wood frame and stucco residence. E- Structural considerations are based on column loads of lj kips (dead plus live load) _. with maximum wall loading oft KLF. SITE .SETTING The site of the proposed building is located at 15 Santa Rosa Street in the City of Sara Luis Obispo, California. R. The sate is relatively flat with a gentle slope to the south and does not appear to have been p-rvious.., graded. 6. There was a residence, a barn, and a concrete drive on the site at the time of our field investigation. C. There.,. e are underground water ar:i ga, fines on the site. riFLD INVESaiGP+.7iflN An exploratory boring was excavated for observing the soil orof;le and obtaining samples for further analysis. A. One (() boring was drilled for sou profiling and sampling, to a m.animu!n depeF- cf Thirty-one (''.1) feet bei w existing ground sur farce. T,ne borinb was di iiied an 3anuary 3^, 1984' using a G inch diameter continuous fi ighc ?uges powered Sy a r14E 45-E Ciriil ,.g nU EEN4 EN G jK E H r c !NC. February Z$. 198k --- s-;1o77-sL1 84-2-2t0 Reh_,tivehr and istttrbed samples w,e secured at various depths within the test boring with a iwe and one-half (2Y,) inch diameter ring sampler. Samples were obtained by driling the sampler with a 14,0 pound hammer, dropping thirty inchc, in acordance wit,; AS ,kl D -550, modified hoe. -. The final logs represent our interpretation of the contents of the field logs, and the result; of the laboratory observations and tests of the field samples. The final togs are included in an appendix of this report. LABORATORY TESTING After visuial a.nd tac'a1e classification io the field, samples were returned to the laboratory, classifications checked; and a testing program was established. A. Samples :here reviewed along with field logs to determine which would be further analyzed 71hosechosen were considered as representative of soils which would be exposed and/or used in grading and those deerneid within building influence. 9, to -situ Morsture content and unit dry weight for the core samples were developed in accordance with ASTM D 7-337. C. The strength charac:teris tics of the subsurface soils were determined front t,4e result, Of direct shear rests. Specimens werp nI,,e,t r , ... ;.r.--- -- .-_ - .,.. . before testing, and a -ere then sheared under normal loads ran,ir;g from 0.5 to 2.0 KSF without ai:o,uing significant amount Of 5D-,ci men drainage during the process of shearing. G. Consolidation tests were conducted on samples obtained from ehe ring sarnpier. Loading schedules were used to develop qualitative information to permit estimates tc be made of the magnitude of settlement and/or expansion. "_ Ctassif ication tests consisted of Expansion index (uBc Standard 29-2). biaxim,:.— ;.'_n_ity-O„�timurn Moisture (ASTM D 1557, r—,Afiec. to three iayers), `:yd;ometer anatvsis iCrlifornia lest Method 203?, one dicuersional consoiidation tests (ASTM D :i330, a,d Piasieity index (ASTM D 434}. .. :__zr to Appendix _-',for irbuia- and graphic reLresen rations „f the test resul'_<_ SUEN ENGINEERS ltaC. ASoil's wcte found to consist ill a iiine ioot .nickntss of a silty i^!Ij;' over ;3 4 loot layf' of der} fine sandy silty,tKy underlain by silty _clay. B. Sht and clay contents are of high Elasticity: -A; rxpansior• dFtermina ion rnuitate "very high" expansive characte Cis:IGs in accordance iuj`le Li-C:'of the : ni`orr N,JdiTzg Code. C. joilc should be readily cut by no mal heavy grading Guii inert. ;L'ndrriying 40 l generally slabs, low in -;dace densities. SITE DEVELOPMENT RE(-OMMEND T'IONS :a.5ed �JPL)l the results -,f this evaluation, 'it is bur opinion :.that the site i5 suilta'LI' for th, intended de eiOp ME!nti but that tile" prepos d7 foundation 5\st2 . of con. tlnu7gs ,erinet-. footings; and isolated piers: should not be used. Wi, al'so -,`,d¢ Opin, n ,hat the :oundd ..no y5 n foP the ex",tm Our otphdons are haled o: the fact thei}A soil 3t the Sr? has,a very" high L'.X..ansion index and can be expected to 5:`.rink and sNel `:igniiic,ini y with seasonal :(or imgation indticed) variations: in moisture content. lie resin f the shrinking and swelling is invariaby differ'ential rno ,'irlent of holate_d piers an( footings and subsequent distress to: fo Undaftorl and s u tural elements. This t;'oe of 5 apparent .i) the :C tsting ; es.d„r,ce i ;_rt} ermore:: the addirions and the C_7_ ; -, inn str,. to i should have their foundation sysie s tied together so Sat they r i^ unison i:Tevf ;i structural Woes& His; is Ott achieved by i,ii...iform ¢i'J!.ndatt;];i Lo...di ions :-IndeT ;h3 s9 -fl;j structure al'1r_j the' addition. The pr,,`'-_ T� i.=. 'SCi detnt ining..t ."Fat sho : h:e ?ifd?71: ..a'. imere arc several -ai erT-t3".LVes, but '.ra:ho. select-,nZ.`a solutao.) ih,6 ;'is consistent :Y Lin: goo: _nginee.ring practice and. other goals of the project. A. We De4't?imm nt - �UAldkl 5 to s under e r h _C rnat;t c. R�.1Sn1_O'fn. soli cCE. td+i.E�`t5; Cn(7 _. ill.. :TC {i= _O, S': 3Ctiba, siPd the .eXiS LAn; :UC� 7n^ihtoUrCstLT StiSt;ems he :-fC-i.native soil. iienCl bc>n ms be tested by the s Ai engmeer for soft ippis prior to placing concrete. . 8-U_^! A Env GIN E E R S, 114 February 2S, M4 B-1407? SLI 84-2-240 B: Site.DeueloGnicnt - General h Fill at' backfill should be compacted ,c a minimum of 900/� of maximum dry density obtainable by the ,ASTM D 1557 test meihod, (modified' to three layers). Appendix B Standard Grading Specifications and Chapter 70-of the Uniform. Buddirg'Code contain specific con-,derations for grading and form a. part of this report 2, A shrinkage factor due to compaction is expected at aporoxirnately tear (10) percent of the affected sails. Loss dui- to removal of nor -co rnplying fill, grubbing. and recompaction operations may 'affect quantity calculations and _ should betaker, into account. 3, Areas nut>ide the building area should be scarified twelve inches and compacted to s minirnuri of ninety percent of r,tax.rnum density prior to placing fill. ci. Final site grade should be such that all water is diverted away from the structures and not allowed to pond on or rear paving sections. 5. 7t recommended that the sop v ineerr be retained to rovtde c tin a +s mil earTng >ervices during construction of the grading, excavation and _ _ ing - - Y foundation phases of the work. This is to observe compliance with the design cent epts, spec;Ecaticns or recommendations and to allow design.` changes in the went that suLsurface conditions differ from that anticipated nrxor to start of censt: uclion. C. LP.hi y trenches BLc�fill of utilities within road 'right-of=grey should be Faced in rs=_rict -on'orrnance with the reauirements,of the governing agency (i;_ er District, aRead Departmcnt,:.etc.)- uli.ity trench hackfill within private property should be 2ovc-ned cis the Provisions of this ;-port relat:T)g to minimum cempacticn standares. n general, service lines extending `inside of property may be bac'icfiEed with native soils compacted to a m nimuin of 90.0 of maximum density. 3. zackfill operations should be observed and tesieo by .he soil enoi,^,eer to moni'or coinpiianc= with these recommendations. Do Driveway- and rarkine.Areas L.--.S..og., ade .n ur .vew y and ,,a.-kir.g areas should be sca l' ed, bt nc . la to nsar oplimum. m pi re and ompa -t-e.. Fer,ivary2S, 1;`4 3-14077 SL1 Sk-2-7.40 STRUCTURi=�5 A. Foundat ions 1. For totally new construction, or if the existing structure was to nporarav moved o, raised, good solutions to the foundation problem would be a post tensioned slab, :a chick pad of granular import soil, or friction 'caissons with above;grade bcanu. These alternatives are .not explored .further because it fs our understanding the existing, building is not to be moved or raised. 2. Isolated Dad footing should not be used for support 3, r� or the 'constraints imposer] by the overall proiect a :;,=stem of grade beams and wsr read footings tied to the grade, bearns is recommended. This ,ygeA of foundation system should minimize, but may not prevent differential movement, Wall and 4 loor loads may be supported on continuous grade bearns: Grade beams should be founded a rninirnum of 24,inches deep rn nrtiye soil, be,a rrmimum of 12 inc ies wide, and reinforced with four (4) No. five (5) bars, two at the top and two at the bottom of the beams. -Column loads may be supported on spread footings a minimum of 2 Meet deep structurally tied to the grade beam system. Allowable bearing values for gra:fe beams ]designed and spread footings as rec ,mmended above area 1000 psf tar -dead plus reasonable live load 1330 osf where wind and seisaric forces are included 4JIernative A: A system of transve?se grade beams and spreac <ootings tied to -he grade Kearns should be provided for all `oundation elements throughout the new and exsitfng portions of the building. Nc isolated piers on footings should be adlowed. Graded beams should be min.m.,m , 2-i aches ,vide, a ;ninimuin of 24 inches deep and. reinforced with 4:number :5 Caro za o at the top ?nd wn at the bottom of the hc•a lie Grade ]reams should be : ed. togeihe- at all i.rite-sedions. All ez .,tuig cone =pious -.:footings should be either replaced W;Ih grade beams or tied to the grade beam system such that they act in unison with the grade beearl. system. Soil under the grade Flea should be p'esoak d io a rninirnum of I3D ercent of :he --DI; .Lm :.iois:u-e ccn-'en- prior'tc oiccing . one ete. Fez;uary:29,1984 6- B-14077 SLY. " 84 2 240 Alternative B6 Provide a system citransverse gradebeams andspread footings tied to the _ "grade beams for aL :foundation elemen's on the new construction. 'Replace all piers in the e;isfing construction with grade beams. i2eeo nmend ations :for grade beam: , e, depth :and reinforcement -and soild presaturation are the same as in Alternative A. cxs'_ing contnuous footings and :all new: grade beams to be structurally tied together only where they intersect.. With this alternative there is a high probability -that structural distress will continue with exterior walls on the existing structure and at intersections of existingexterior' walls and new walls. B. Slabs -on -Grade L Slabs on grade should not be used except for a continuous post -tension slab under both the new and existing'` structure. C. Frictional and Lateral 1. Resistance to lateral loading may be provided by fr=coon acting on the base of foundations; a coefficient of friction of O.lf+<may be used for dead, load forces. 2.Passive resistance acting on the sides of grade beams (121 pcf; equivalent fluid weight), n ay be included_°or resistance to lateral load, however, when used In conjunction withfriction the coefficient of friction 'should be reduced one-third' to 0.07 of dead load forces. For retaining walls bzckfilled with co ;drattenaive soi:, it is reco:rme,dea that an equivalent fluid I ressa.-e o` 89 pcf be used `_cr well drained levellbackfili Condit -ions. — �. ttlement Considerations 1.1 Maximum anticipated settl^_mer,t,;base! on :oot,ngs founded on firm soils ss recommended; is Ir-Fs ihan one..(1), inch. Difierertial settlement between exterior and inter',,: load bearing members should be Iess -than one-half `.=1[). Inch. `:L_ ter, N rhv"._, Iry ^ebruary 28, 1984 7 6-14077-SL1 84-2-240 E. Paving ----For driveways and parkin zreas subjected to autorna Live traffic r=_f' --....._____._..�....�.._...._ estimating purposes is two, (2) inches of ? _ eminar design for asphaltic concrete on ten (10) inches of base or three (3) inches of asphaltic cohere to o i 18 i — — g ) ncr�cs of base. These values should be confirmed after preliminary grading by "R" value testing.. F,, tl°NA EN'„!N' 2r,G '.4c Februar✓ 2g, t984 3LL-2-244 LIMITR"iION AND UNIFORfdITY OF CONDITIONS The analysis and recommendations submitted in this report are based in par: upon the data obtained frorr; the one (1) boring performed on the site. The nature and extent of variations between the borings may not becorne evident until canstruction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report. Findings of this report are valid as oI this date; however, changes in conditions of a property -. can occur with passage of time whether they be due to natural processes or works of mar, on this or ad71eent properties. In addition, changes in applicable ar appropriate standards occur whether they result from legislation or broadening of knowledge. accordingly, findings of this report may be invalidated wholly or partially bY changes outside our control. Therefore, this report is subject to review and should ns^ be relied upon otter a period of one year. In the evert that any changes in the nature, design or location of the building are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this repori. modified or verified in writing. This report is issued with the understanding that it is the responsibility of ;ite owner, or of his representative to insure thatthe information, and recOm Mende:ions com.3ired herein are called to the attention of the architect and engineers torfhe o; oieci and incorporated into the plan and that the necessary steps are taken to see ti�at the contractor and subcontractors carry out such recommendations in the field. The soil engineer has prepared this report for t:he exclusive use of if,e client and authorized agents. This report has been prepared in accordance with ge,raliy accepted soil and I oundation engineering practices. No other car, ant:-s either expressed cr irm':ied are made as to the ,professional advice provided unc , ,fie c s of ih g, _timer , and inc uded in the anon.. Sepiemiser li, ,953 _5 8-i 3ofi>-Sii E3-S-:SD It is recommended that the soil engineer be provided the opportunity for Z. general reAeaw of final design and spectfica.tions in order that earthwork and frundation recommendations may be properly interpreted and Implernerted in the design and specifications. f1f the soil engineer is not ear;corded the privilege of making this recommended review, he can assume no responsibility for rnisinterpretation of his recommendations.) END OF TEXT Appendir_e;; 6UENA E NGfi E E F S, I N C. APPENDIX A Summary of Test Results Table 24-A 8 U E N A ENGINEERS 1FC. September 15, 198' _q2 TEST RESULTS SOIL, TYPE MAXIMUM DENSITY (pc,) CI C2 OPTIMUM MOISTURE (%) 49.0 104.5 ANGLE 01: INT. r. 20.0 1?.4 5.50 COHESION (pat) 134 EXPANSION INDEX _.. LIQUID Li,MIT (%) I71 PLASTIC LIMIT f%) 73.2 56.0 PLASTICITY INDEX (%) 32.6 28.4 40.6 27..5 GRr,IN S1717 Gravel 0.6% D',5 Sand Silt 7.9% 37.8% 32.6% 31.2% Clay 58.9% 31..0% C1: l.igttt brown silty clay (Black in upper 214 feet) C2e Dark grey very fine sandy silty clay with some grave; I" -PLACE DENSITIES BORING &- DEP_TH DRY DENSITY ---,-__ 93�AhOISTURE 1 @ 1.0 74.7 3.0 Su 8 39.9 5.0 36.6 15.8 67. 67.I ?Q.9 `0.) _a.,, 27.9 HU-F.` ENGi,4EEFS, i t B-13665-5LI e3-9-,'59 RELATIVE COMPACTION, 8t 87 95 68 98 t l ��- r.1 ♦ 1 11 1 1 14 C C II C �. i B-1 STANDARD GRADING SPECIFICATIONS P'1R3JFCTe HERT`c:N MEDICAL BUILDING CLII:NT: C. R. SMITH& CO. 1. These Standard Grading Specifications have been prepared for the exclusive use of our client for specific application to referenced project in accordance with generally accepted soil and foundation engineei Ing prac° `-es• No other wzrranty, expressed or implied, is made. Z. Buena Fngin:ers, Inc., referred to as the soil engineer, should be retained t( provide continuous. soil engineering services during construction of the grading _ excavation and foundation phases of the work. This is to observe comPlianc, _ with the design concepts, specifications or recommendations and to allowdesig, changes in the event: that subsurface conditions differ from that anticipate prior to start of construction. 3. The presence of our field representative will be for the purpose of providin observation and field testing. Our work does not include supervision or d rectio •, of theactualwork of the contractor, his employees or agents. The contract( for this project should be so advised. The contractor should also be informe that neither the presence of our field representative nor the observation-:ar tesring by. our firmstall excuse him in any way from defects discovered in h work. It is understood that Our firm will not be responsible for job or site safe on this .project.. Job and site safety wi?; be 'the sole resppns.bifity of 0 contractor. _m U if the contractor encounters subsurface conditions at the site that (a) a materially different from those indicated in the contract plans or -- specifications, or (b) could not have been reasonably anticipated as inherent the work of the character provided in the contract, the contractor sn immediately notify the owner verbally and in lwriting within. 24 hours. T ootificatjal, shall be a condition precedent befare any negotiatic.ns for "char: or differing site conditions" can proceed. if the owner determines t': 8L'E'dA ENGINEERS, 'NC. B-2 conditions do materially so differ and cause an increase or decrease in th contractor's cost of, or the time required for, performance of any part of th, work under this contract, then nerotiations shall commence between owner any contractor to provide equitable adjustment to owner or contractor resultfnl therefrom, 5. These specifications shah consist of clearing and grubbing, preparation of land tt be filled, filling of the land, spreading, compaction and control of the fill, an( subsidiary work necessary to complete the grading of the filled areas to conforn with thelints, grades and slopes as shown on the accepted plans. 6. These specifications shall be integrated with the Soil Engineering Report of which they are a part. Should conflicting statements be found hEtween these standard specifications and the itemized recommendations contained in the mair I ody of the soil report, the latter shall govern. 7,. The: standard test used to define Minimum densities of compaction work shall be the ASTM Test Procedure D 1557. Densities shall be expressed as a relaCve compaction in terms of the maximum density obtained in the laboratory by the " foregoing standard procedure. 8. Exi;;ting structures,. foundations, trash, deb; is, loose fill, trees (not included in ., landscaping;, roots, tree remains and other rubbish shalt be removed, pitied or burned or otherwise disposed of sous to leave the areas that have been disturbed with a neat and finished. appearance free from debris. No burning shall be permitted in the area to be filled. °. Existing septic tanks and other - g s P anderground storage tanks muse be remove,.from the site prior to commencement of building, grading or fill operations.. Underground tanks, including connecting drain fie'ds and other lines, must be totally removed and the resulting depressions prope.riy reconstructed and filled. Depressions left from tree removal shall also be Drooerly tilled and compacted, hbandoned water wells on the site shall be capped according to the requirements of the appropriate reguiatory agency. The strength of tae cap shall be at least . . I C 1 1 711 r.l'z Coe I l r B-3 equal to the ad acent soils. The unal elevation of the top of the well casing must be a minimum of thirty -sir. (36) inches below adiacent graed_ prior to grading or fill operations. Structure foundations shouid not be placed over the capped well. Organic matter shall be removed from the surface upon which the fill, foundations or pavement sections are to b^ placed. The surface staff then be plowed or scarified to a depth of at least eight (8) inches and until the surface is free from ruts, hummocks or other uneven features which would tend to prevent uniform compaction by the equipment to be used. Specific recommendations Pertaining to stripping and minimum depth of recompaction of native soils are presented in the main body of the soil report. 12. Where fills are made on hillsides or exposed slope areas, greater than 10%, horizontal benches shall be cut into firm undisturbed naturalground to provide a Horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undistubed natural ground at the elevation of the toe stake placed at the natural angle of repose or design slope. The width and frequency of succeeding benches will vary with the soil conditions and the steepness of slope. 13 Native soil free from organic material and other deleterious material may be used as compacted fill; however, during grading operations the soil -n- neer wil? re-examinethe native soils for organic content. 14. :imported material should be tested and reviewed by the soil engineer before - being brought to the site. The materials used shall be free from organic matter and other deleterious material. i5. The selected fill materia: shall be placed in layers which, whet C9mDaCted, shall not exceed six (6) inches in thickness. Layers shall be spread eventy and shall be thoroughly blade -mixed during spreading. 16. when fill material includes rock, large rocks will not be allowed to nevi and voids must be carefully filled with small stones or ea to and Properly compacted. A -4 Rock. L.Irger than sia (6) inches in diameter will not be ��ermittcd in vile cc, npacted fil! with.,ut review as to location by the soil engineer. 17, When tide moisture cement � f o. t:�e fill material is not sufficient to achieve required compaction, water shall be added until the soils attain a moisture content so that thorough bonding is achieved during the compacting process. When the moisture con*cnt of the fill material is excessive, the fill material shall be aeraced by blading or other satisfactory methods until the moisture contentis reduced to an acceptable content to achieve proper compaction. lg• After, each layer .has been placed, mixed and spread venly, it shall be thoroughly compacted to a relative compaction of not less than ninety percent (40%). Compactioi shall be by sheepsfoot rollers, vibrating sheepsfoot rollers, multiple_ wheel pneurna.ti_-tired rollers or other types of acceptable compacting rollers. Rollers shall be of such design that they will be able to compacj. the fill to the specified density. Rolling shall be accomplished while the fill material is within the specified moisture content range. Rolling; of each layer shall, be canvnuous over its entire area and the roller shall make sufficienttrips to insure that the requied density has been obtained, 20. Field density tests will be per?ormed by the soil engineer during grading operationis, At least one (1) test shall be made; for each five hundred (5oo) cubic yards or fraction thereof placed with a minimum of two (2) tests per Jaye, in isolated areas. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material belovv the disturbed surface. When these tests indicate that the demity of any layer of fill or portion thereof is below the required density, the particular layer or portion skali be reworked until the required density has been obtained. 'i. The Ell operation shall be continued in six (6) inch compacted layers, as specified above; anvil the fill has been bought to the finished slopes and graded as shown on the accepted plan,, BUENA EN'INEERS !NC. B-5 22. Earth -moving and working operations shall be controlled to prevent water from risnning into excavated areas. Excess water shall be promptly removed and the site kept (Iry. 23. Fiji material shall not be placed, spread or rolled quring unfavorable weather conditions. When the work is interrupted by heavy rainy fill operations shall not be resumed until fieldtests by the sou engineer indicate that the moisture content and density of the fill are as previously specified. 24. Tire methods for removal of subsurface irrigation and utility tines will depend on the depth and vocation of the line. One of the fol:owing methods may be used- 1) Remove the pipe and compact the soil in the trench according to the applicable portions of these grading recommendations, 2) The pipe shall be crushed in the trench. The trench shill then-befilled,. compacted-accordingto the applicable portions of these grading specifications, 3) Cap the ends of the line with concrete to mitigate' entrance of water. The length of the cap shall not be less than five ($)'feet. The concretemixshall have a minimum shrinkage. 25. Whenever the words "supervision", "inspection", or "control" appear they shall mean periodic observation of the work and the taking of soil tests as deemed ,..: necessary by the soilengineer for substantialcompliance with plans, specifications and design concepts. P N I W A FNr i4C PPJ `Vr APPE,NDIX C Site Plan Boring Logs n 1�FI. C>f I CC.i �1ir Txd1G nb o..;a.Ss:, ! §« w MOISTURE CONTENT IN n a » UZY _=7 � � \ | | |� � <»mp A »c�» #m » m7 _ 4ec , . , eJew to w=a :«e, . *,O< -.,(Pr� wAAXIMUM __T : « S. kAA,,-,IMUM mmTY- «mom M MOISTIJa mRa, !n, MOISTURS CONTORT* mt'-r r _ _ _MWT c a w . . . .. � | | o \ !r WSTWOD mom.} ASTM e1 ,Method or a rs m«!aa w e za 3 ry— m»__Olk_ OPTIMUM ._gym {; a *s z m: e a! v «ua :SWWp-OFTIIIIAUM, N :r;m wee LORD IN KIPS PER 6QU"rr F00T O . T 0.4 0-.6 e a Le s." .., v F.C2 M 6 ai z U L3 . Ci 8 ].0 III -77 I7 Effect of �. -,pater addin �y. Effect o£. adding wa I zr \, Re UZId ebound 1..'� 3'... —�LRebotand \ �J = } 151 I � I E z NSOL,iG?Fiiii=ON DATA SUENA Ep G*4Ecf,> lFC. PLATE d 3.9 E1.0 ?..5 e.e 1.5 OFM R•s C, kb*QLMAL LO D IN Ki Pt P R SOULEE FOOT 0.5 1.0 1.5 `a0 2.5 20 I ! i o I ------------ —_ .__--- D€ism Gi W-11DAM DATA Soil Fric�on Anq_z 5 '_1"34 D_` BUENA t4CIK7EPS INC t�t�i`C L u B (\ h.^` DATE :I_� DZ..... SUE3JECT..........-�I�a..1'...lI'............. SHEET NO. ..... L .... /1 . OF .......: CHKD_.BY................. DATE_ ........................................................................... ............... ....... J08 NO L. O I f K/............. .......................................................... .....l�r ' ....T'1 ?b:r�....f f, .....��=6 ................................................... BASIS OF DESIGN 1. CODE: 1997 UNIFORM BUILDING CODE (U.B.C.) 2. DESIGN LOADS: U.B.C. TABLE 16-A FLAT ROOF SLOPED ROOF +12 CEILING RESIDENTIAL FLOOR OFFICE FLOOR STORE FLOOR OFFICEPARTITION INTERIOR WALL EXTERIOR WALL STUCCO WALL (ONE SIDE) WIND LOAD - p = Ce Cq qs I, • ME, [HOD 2, EXPOSURE • U.B.C. SEC. 1613 70 mph SEISMI _.. LOAD — V W1 • U.B.C. SEC. 1630 LIVE LOAD (psf) DEAD LOAD (psf) 20 16 10 40 50 100 20 - 7 12 16 h < p = ( )(1.3)(12.6)(1.0) = psf h < p = ( )(1.3)(12.6)(1.0) = psf (SEE PAGE ) 3. LUMBER GRADES: DOUGLAS FIR LARCH(7) (U.B.C. SECTION 2303) GRADEP' FbW FvW EWO) 2 — 4" THICK 42 875 95 1.6 BEAMS; #1 1�000 95 1.7 6x BEAMS; Exposed Sel Struc. 1600 85 1.6 Non -Exposed #1 1350 85 1.6 4x POSTS #2 875 95 1.6 6x POSTS #1 1200 85 1.6 GLUED LAMINATED 24F-V8- 2400 165 1.8 BEAMS('''' DF/DF NOTES: 1. OR. BETTER. 2. POUNDS PER SQUARE INCH (psi). 3. X 1.06 4. AND LARGER. 5. REPETITIVE MEMBERS. 6. U.B.C. SECTION 2303, ITEM 2. 7. VALUES TO BE MULTIPLIED BY ALL APPROPRIATE ADJUSTMENT FACTORS. BY._......d0N.......... DATE..... /.:`.... SUBJECT........ g.... ...i.' J1Gf ................. SHEET N0.... .....OF... `.~�.,.,,.. ................CHKD.BY................. DATE.....................................ce......... ... ......... ............ . JOB NO..CrI% ............................_....................I... ................................. BASIS OF DE V GN 1. CODE: 1997 UNIFORM BUILDING CODE (U.B.C.) Z CONCRETE BLOCK: U.B.C. SECTION 2107 & TABLE 21-D SOLID GROUTED, TYPE `M' OR `S' MORTAR Pm = 1500 psi Em — 1.125 X 106 psi Fb 250 333�" Fbr% 195 F c3) 22.6(" a 25.8 REINFORCEMENT — GRADE 40 FY 40 ksi Fs = 20 ksi Es =w 29 X 10(6) Fse = 16 ksi 3., CONCRETE: U.B.C. CHAPTER 19 Pc = 2500 psi DEAD LOAD U.L.F. == 1.4 LIVE LOAD U.L.F. = 1.7 Oflexure = .90 Oaxial tension = .90 oaxial comp. = .70 or .75 Oshear= •85 4. STRUCTURAL STEEL: A.S.T.M. A36 Fy = 36 ksi Fb = .67(36 ksi) = 24 ]csi E = 29 x 106 psi. WITH IN P TION(' 500 666«l 390 45.2«) 25.8 NOTES: 1. Pounds Per Square Inch 2. W/ Wind or Seismic 3. Shear Walls 5. FOUNDATION: SEE PROJECT SOILS REPORT (IF PROVIDE ) ALLOWABLE SOIL BEARING PRESSURE - LATERAL SOIL PRESSURE; ACTIVE - . PASSIVE - NOTES: ALL DATA `W17TNI BASIS OF DESIGN APPLIES TO ENTIRE CALCULATION PACKAGE UNLESS SPECIFICALLY NOTED OTHER WISE. rGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements' Section Name 5.5x14 Center Span 15.00ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever It .....Lu 0,00 it Member Type Anthony, Power Beam Bm Wt. Added to Loads Fb Base Allow 3,000.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 740.0 psi Wood Density 35.000 pcf E 2,100.0 ksi Uniform Loads Left Cantilever DI - Right Cantilever DI- #/ft LL #/ft #/ft LL #/ft Point Loads -- — ---- —� Lead oa s'iiiiis Ibs Ids IDS lbs� Live Load 2,000.0 IDS IDS Ids Ids IDS Ibs Ids ...distance 12.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.0oo It 0.000 ft ummary , Beam Design C Span= 15�.00ft, Beam Width = 5.500in x Depth = 14.in, Ends are Pin -Pin Max Stress Ratio 0.414 : 1 Maximum Moment 23.3 k-ft Maximum Shear" 1.5 11.5 k Allowable 56A k-ft Allowable 27.9 k Max. Positive Moment 23.26 k-ft at 8.820 ft Shear: @ Left 5.26 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 7.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.277 in Max. M allow 56.15 Reactions... @ Right 0.000 in }b 1,553.83 psi fv 149.23 psi Left DL 2.70 k Max 5.26 k Fb 3,750.00 psi Fv 362.50 psi Right DL 3.90 k Max 7.66 k ctions -enter pan... Dead e an i ever... used Load Deflection -0.185 in -0.362 in Deflection 0.000 in 0.000 in ...Location 7.740 ft 7,800 ft ...Length/Defl 0.0 0.0 ...Length/Deft 974.0 497.83 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 (t. 'JS , K � 1+ SHLCT NO, `_,SOP!_! __ JOB NO,-444 Tram, Aye6� 13, aZ x g 14 � gcv&-ns ih Lcny , r,�c fi BY___—_ DATE-1� SUBJECT--O- SHEET NO fl OF__L�7_ CHKD. BY _ DATE / .ina Nn 6<D//4�¢ HY, P-AtLD ATE SUBJECT SHEET NO.A.-OF ChIKD.SY---DATE ------- J06 NO.-I.-I-0114A ... ............ ........... . 0 0 0 LIN Ik HIS, 9) SUBJECT�jc�L�2 SHEET NO,'.. Jnn�,,„//_O``FJJ.__..[%„_ CHKD. BY_^DATE:.____._ JOB NO. ..I. g:g �� 0 0 0 �o t^, LU it uF u 3 ` '3T c CHKD. BY_—DATE:.__--_- DATr SHEET NO. JJ-L OF._L�..._. JOB NO...YIJ'..•...__......___ 0 0 O O - (ZA A �o sV) rt, A 4 • # r�J L1 �K v� In 4IIs WI L-7 m SY___A(,72PA/,_-Di,TE � CHKD. F� III ..111 SUBJECT���A SHEET NO... "3.._OF.2�„_ JOB NO.� 0 0 0 0 IL n masly/GG�. CY......L�!`!"..........DATE.,BZr..... SUBJECT....LriE?7/...�1J�.?�.���.................. SHEET NO. ..�y....OF..../... ..IHKD. BY ................. DATE ....... ............. ............. ..... �...... ./..... ,. .. �.. JOB NO. ...G,.�DI/lo.�}:............ ru✓.... :c��.. .... ........ ................................................ A. 1/2" Plywood (2,7) - w/8d (3,4) @ 6-6-12" o.c. V = 180 #/ft-- Load perpendicular to framing (5) V = 240 #/ft -- Load parallel to framing (6) B. 3/4" Plywood (2,7) - w/l0d (3,4) @ 6-6-10" o.c. V = 215 #/ft -- Load perpendicular to framing (5) V = 285 #/ft - Load parallel to framing (6) C. 1/2" Plywood (2,7) - w/8d (3,4) @ 6-6-12" o.c. & All Edges Blkd. V = 270 #/ft D. 3/4" Plywood (2,7) - w/l0d (3,4) @ 6-6-12" o.c. & All Edges Blkd. V = 320 #/ft NOTES: 1. 1997 Uniform Building Code, Table 23-II-H 2. Structural I or C-D, C-C, all panels shall be staggered with face grain perpendicular to supports. 3. Common type nails. 4. Or better. 5. Load Case 3. 6. Load Case 1. 7. Minimum plywood thickness. SHEET NO/...,./.,w^GI.... OjlR/FF.....� j..... JOB NO.."Al�r............ -................................. I........... A. 1/2" or 5/8" Gyp. Bd. — w/ 5d (cooler(9)) @ T o.c. V = 50 #/ft (2,8) B. 1/2" or 5/8" Gyp. Bd. — w/ 5d (cooler(9)) @ 4" o.c. V = 62.5 #/ft (2,8;) C. 1/2" or 5/8" Gyp. Bd. — w/ 5d (cooler(9)) @ 4" o.c. All Edges Blocked V = 75 #/ft (2,8) D. 7/8" P.C. Stucco, over expanded metal or woven wire lath (3) V = 180 #/ft (2,8) E. 3/8" Plywood (4,6,10;) — w/ 8d (common) @ 6-6-12" o.c. V = 260 #/ft (5) F. 3/8" Plywood (4,6,10) — w/ 8d (common) @ 4-4-12" o.c. V = 380 #/ft (5,8) G. 3/8" Plywood (4,6,10) — w/ 8d (common) @ 3-3-12" o.c. V = 490 #/ft (5,8) H. 1/2" Plywood (4,1.0) -- w/ IOd (common) @ 6-6-12" o.c. V = 310 #.ft (5) I. 1/2" Plywood (4,10) -- w/ 1 Od (common) @ 4-4-12" o.c. V = 460 #/ft (5 ) 1 1/2" Plywood, (4,10) -- w/ 10d (common) @ 3-3-12" o.c. V = 600 #/ft (5,7) K. 1/2" Plywood (4,1.0) --w/ 1 Od (common) @ 2-2-•12"o.c. V= 770 #/ft (5,7) 140TES: 1. One side over 2x studs @ 24" o.c. (max.). 2. 1997 Uniform Building Code table 25-I. 3. With #11 ga. nails (1-1/2" long, 7/16" head) or #16 ga. staples (718" legs) spaced at 6" o.c. at all studs, top and bottom (sill) plates and blocking. 4. Structural I or C-D, C-C, with all edges blocked. 5. 1997 Uniform Building Code table 23-II-I-1 6. Or 5/8" T1-I I pilywood sheathing (1/4" max. grooves). 7. 3x (min.) studs at adjoining panel edges. 8. Space studs at 16" o.c. (max.). 9. Use 6d (cooler) for 5/8" Gyp. Bd. 10. Minimum plywood thickness. TITLE 24 REPORT Title 24 Report for: Herten Medical Office Addition 15 Santa Rosa Street San Luis Obispo, CA 93405 Project Designer: Charles Crotser Architect P.O. Box 12528 San Luis Obispo, CA 93406 (805)546-8484 Report Prepared By: Donald E. Oswald Donald E. Oswald & Associates 1760 Oak Hill Road Arroyo Grande, CA 93420 (805) 489-2815 Job Number: 02-01 Date: 1 /7/2002 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by Gabel DoddiEnergySoft, LLC (415) 8835900. EnergyPro 3.1 By Enmgy&oft Job Number tit-111_ _ _ User Number 3957 IPER'.FORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF41 PROJECT NAME ------------ DATE Herten Medical Office Addition 1/7/2002 _ PROJECTADDRESS 15 Santa Rosa Street_ San Luis Obispo PRINCIPAL DESIGNER - ENVELOPE -----Building TELEPHONE Building Perms # Charles Cro_t_ser Architect (805) 546-8484 DOCUMENTATION AUTHOR ITELEPHONE Checked by/Date Donald E. Oswald & Associates 8( 05) 4t39-2815 Enforcement Agency We GENERAL INFORMATION _ DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE —_7— -- 3,890Sq.Ft. 5 LX BUILDING TYPE ] NONRESIDENTIAL HIGH RISE: RESIDENTIAL HOTELJMOTEL GUEST ROOM PHASE OF CONSTRUCTION L_� NEW CONSTRUCTION ® ADDITION ALTERATION EXISTING + ADDITION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6, of the State Building Code. 'This certificate applies only to a Building using the performance compliance approach. DOCUMENTATION AUTHOR Donald E. Oswald SI TURE .� 1 1 DATE z L 7 ; - -y `- _ _ The Principal Designers hereby certify that the proposed building design represented in the construction documents and modelled for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with thi permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6. ENV. LTG. MECH. 5� 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as: the person responsible for its preparation; and that I am licensed as a civil engineer, mechanical engineer, electrical engineer or architect. 2. 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code Section 1:15537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. LJ 3. 1 affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pusuant to Business and Professions Code Sections 5,537, 5538, and 6737.1. (These sections of the Business and Professions Code ae printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE _ Indicate location on plans of Note Block for Mandatory Measures ENV-1 Required Forms. PRINCIPAL ENVELOPE DESIGNER - NMAE SIGNATURE LIC. NONO. DA7E Charles Crotser Architect LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures Lighting Compliance Not In The Scope Of Required Forms PRINCIPAL LIGHTING DESIGNER • NAME SIGNATURE LiG. NO. DATE MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures MECH-1 MECH_2, MECH-3 Required Forms PRINCIPAL MECHANICAL DESIGNER - NAME _ Donald E. Oswald & Associates NATLfE ,�,� �C. o-eP�i¢.r. �� LIC. NO. �' DATE i:7? <t IErlerevPro 3.1 BV EnemySoO User Number: 3957 Job Number: 02-01 _ _ _ Page:2 of 15� PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF- ANNUAL SOURCE ENERGY USE SUMMARY (kBtu/sgft-vr) ENERGY COMPONENT_ Standard Design Proposed Design Compliance Margin ■-s-ma' ■ pl% . Space Heating Space Cooling Indoor Fans Heat Rejection Pumps & Misc. Domestic Hot Water Lighting Receptacle Process TOTALS: BAB 5.24 _ 3.24 -0.77 „ f 10 30 <. f<'---% ld]U°M <-_- - - 17.ES 18.35 10.87 12.11 _ -1.23 0.a 0.00 _ 0.00 _ o.CO 0.00 0.00 0.21 - 0.00 o.00 _ 710 s.89 39.72 3s.7z - - 2545 - 2s.45 0.00 - --- 109.4!0 107.76 -- 1.44 BUILDING COMPLIES IGENERALINFOR ION� Building Orientation Number of Stories Number ofSystems Number of Zones (North)Odeg Conditioned Floor Area 3,890egft 1 Unconditioned Floor Area 0 sq8. 4 Conditioned Footprint Area 3.890 wa 4 Front Elevation Left Elevation Rear Elevation Right Elevation Total Roof Orientation NoRh (East) south (west) Gross Area W. cqf. sgft eaf1. W. sqt Glazing Area Glazing Rats aqk. 10.2% s4ft. 9.9% sqR 10.6% sgft. 168% W. 11.6% sqe. 0.7% 1,242 126 624 62 9B6 105 724 121 3,575 _ 415 jf l 3890 C 27 -- ------ - Lighting Power Density Prescriptive Env. Heat LossPrescriptive Env. Heat Gain Standard -- Proposed 1.348 wfaga. Awlimift. Remarks: Standard Building (Compliance) Run Initiation Time: 01/07/02 14:05:25 Run Code: 1010441125 EnergyWa3.1 By ErmrgyW _ __ User Number. 3957 _ Job Number: 02-01 - Page:3 of 15 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF-1 PROJEOT NAME ------ -- -- - DATE Herten Medical Office Addition 1/7/2002 ZONE INFORMATION — System Name -- Zone Name -- Occupancy Type Floor Area (ft.) lost. LPD (Nqs 1 Ctrl. Credits ryWsg2 Tall wed Proc. Loads (WiSq LPD (N/sf) 3 Vent. (chNsf) HVAC - N Exam Rooms _ N) Exam Rooms Medical/Clinical Care 998 •1. _HVAC- (N) Reception _Rece t1tiion & Clerical Office 1,122 `1. 0.15 HVAC_- Offices & Breakroom Offices & Breakroom Office 882 _ `1 _ HVAC - (E) Exam Rooms _ ___JEI Exam Rooms Medical/Clinical Care 888 •1. Notes: 1. See LTC-1 (items marked with astedak see LTG-2 by others) 2. See LTG-3 3. See LTG-4 Gems above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the hems specified In this checklist. These hems require special written Justification and documentation, and speclal verification to be used with the performance approach. The local enforcement agency determine* the adequacy of the Justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plate The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp ENVELOPE COMPLIANCE SUMMARY Performance ENV-1 T NAME DATE PROJEC Herten Medical Office Addition 1/7/2002 OPAQUE SURFACES # Suliace Type Framing Type Area 'U-Faczm Act. Am. Solar Gains Tilt YIN Form 3 Reference Location I Comments 1 all Wood _ 400 _0.06�_ 0 90 X11 IR-19Wall 1924161 _ N Exam Rooms 2 all _ Wood 106 0.055 90 90 R-19 Wall _19.2x6.16) N Exam Rooms 3 all ood 370 -5 _ 180 90 X11 IR-19Wall .19.26.161 N Exam Rooms 4 Floor Wood _ 998 0.043 _ 0 180 11 X I R-19 Floor F.19.2x8.16) N Exam Rooms 5 Roof Wood 994 0.035 _ 0 22 x1l I R30 Roof(R.30.2x12.16) N Exam Rooms 6 Root Wood 1,121 0.035 _ 0 22 X I I R-30 Roof R.30.2(12.16) Reception & Clerical -1 7 Wall ood 182 �0.065 0 90 R-19 Wall (W.11119.2x6.16) Reception & Clencal 8 all ood 111 1 0.065 _ 45_ 90 X I IR-19Wall LW_19.2 r6.16) _ Reception & Clerical 9 Wall Wood 36 _ 90 90 x I IR-19Wall .19.2x6.16) Reception & Clerical 10 Wall _ Wood _'�0.065 371 0.065 _ too 9D X I I R-19 Wall W.''19.2x6.16) Reception & Clerical 11 Wall Wood 262 0.065 _ 90 R-19 Wall _19.2x6.16) Reception & Clerical 12 Door_ None 20 0.387 _270 270 90 Solid Wood Darr Reception 8 Clerical 13 Wall Wood 111 0.065 315 90 R-19 Wall AAZ 6.16) Reception & Clerical 14 Floorlood 1,122 0.049 0 180 _ R-19 Floor F.19.2x8.16) ReceptionBClencal -& 15 all54 0.098 _ 0 90 R-11 Wall Offices Breakroom 16 all 186 0.09E _ 909D _I1.2x4.16) R-11 Wall 11.2x4.16) Offices & BreakroomDoor20 0.387 90 1 9D Solid Wood Door Offices 8 Breakroom 18 Floor882 O.Cr49 0 180 R-19 Floor L19.2x8.16) Offices & Breakroom19 Raof878 0.035 0 22 R-W Roof R.3_02x12.16) Offices & Breakroom all297 0.098 0 90 R-11 Wall 11.2x4.16) E Exam Rooms FENESTRATION SURFACES SiteAssembled f izi Irk i s >= 00,000cft ofCF d >= 1 00. - ft v ical M. # Type _ Area U-Fac. Glazing Type Location / Comments i inclow 20 0.870 Double Mtl Clear Default N Exam Rooms 2 inclow 89 0.B70 Double Mtl Clear Default N Exam Rooms 3 Skjlight 4 0.9,10 TAct.�Azm.SHGCC Double Mb Clear Default N Exam Rooms 4 S ight 2 0.940 Double Mtl Clear Default eceion & Clerical 5 ind wv 32 0.070 Double Mtl Clear Default eton & Clerical11 _ 0.990 Sinj11e NonMtl Clear Default tion & Clerical 7 indow 29 0.870 . Double Mtl Clear Default Reception & Clerical 8 Window 16 0.870 180 0.70 Double Mfl Clear Default Reception & Clerical 9 Window _ 92 0.870 270 0.70 Double NMI Clear Default ou _ Reception & Clerical 10 inclow ___ 29 0.870 315 0.70 Double W1 Clear Default Reception & Clerical 11 incfow 24 0.720 90 0.73 Dmuble Mtl Clear Default _ fliices & Breakroom 12 13 ___ Skylight Wind= _ 4 54 0.940 0.870 0 0 0.73 0.70 Double Mtl Clear Default Double Mtl Clear Default _. frices & Breakroom E Exam Rooms 14 Window _ 18 0.870 90 _ 0.70 Double Mtl Clear Default _ E Exam Rooms 15 _ Sk igM _ _ _j 18 o64o 0 0.73 Double Mtl Clear Default E Exam Rooms EXTERIOR SHADING # Exterior Shade Type _ SH_GC Window Hgt. Wd. Overhang Left Fin Right Fin Len. Hat LExt.R xt. Dist. Len. Hat. Dist. Len. Hat. I None 0.76 8.0 20.0 6.0 0.1 6.0 6.0 _2 3 4 5 6 _ None None None- None- None _ _ 0.76 1.00_ 0.76_ ,_ T None _ CL76_ 8 None 0L76 8.0 20.0 6.0 0.1 6.0 6.0 . 9 None _ 0.76- __ 10 None 676_ -- 11 ---- --__ None 0.76_. 12 None _ 1.00_ 13 .__ None 0.76 14 None 0.76 15 None _ Run Initiation Time: 01/07/02 14:05:25 Run Code: ErergyPro 3.1 By EnergySoft User Number: 3957 _ _ Job Number:02.01 __ _ ____ Page:5 of 15 ENVELOPE COMPLIANCE SUMMARY Performance ENV-1 CPROJECT NAME DATE _ Herten Medical Office Addition _ 1/7/2002 OPAQUE SURFACES # Sufface Type Framing Type Area _ U-Fa,c. Act. Azm. Solar Gains Tilt YIN Form_3 Reference Location I Comments 21 all ood 72 _0.0R5 _ 0 90 R-19 Wall 19.DB.16) _ E Exam Rooms 22 _ all ood 99 WO98 90 9D R-11 Wall 11.2x4.16) E Exam Rooms 23 Wall ood 115 1 0.0e5 135 1 90 X I R-19 Walt 19.24.16) _ E Exam Rooms 24 all ood 140 0.065 225 1 90 x I IR-19Wall .19.2(6.16) E Exam Rooms 25 Wall ood 210 0.065 315 90 X I R-19 Wall .19.2x6.16) E Exam Rooms 26 Floor ood 888 0.043 0 180 1 X1 R-19 Floor F.19.2)6.16) E Exam Rooms 27 Roof ood 870 U.035 _ 0 22 x I I R-30 Roof R.30.2x12.16) E Exam Rooms FENESTRATION SURFACES Site Assembled C l6 # Type Area U-Fac. Act. Azm. s >= 00 000 Fdft of CF >= 1 00, ft v is SHGC Glazing Type Location / Comments EXTERIOR SHADING # Exterior Shade Type _ SHGC Window Hgt. Wd. Overhang Left Fin Right Fin _ Len. Hat. LExt.RExt. Dist. Len. H t. Di t. Len. Flat. Run Initiation Time: 0110710214:05:25 EnergyPm 3.1 By Energy5oft________User Number: 3957 _ Job Number: 02-01 _ Page:6 of 15 al M. CERTIFICATE OF COMPLIANCE Performance MECH-1 PROJECT NAME DATE I Herten Medical Office Addition 1 1/7/2002 1 SYSTEM FEATURES SYSTEM NAME MF_CHANIC_AL SYSTEMS _ DHW Heater HVAC - (N) Exam Rooms I L HVAC - (N) Reception Enter code from table below into columns HEAT PUMP THERMOSTAT? Y: Yes N:No TIME CONTROL _ SETBACK CTRL. ISOLATION ZONES S: Prog. Switch li: Heating Enter Number of O: Occupancy I Cooling Isolation Zones. Sensor 13: Both M: Manual Timer _ _ — FAN CONTROL I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve -_� ELECTRIC HEAT? — --- VAN MINIMUM POSITION CONTROT SIMULTANEOUS HEAT / COOL? HEAT AND COOL SUPPLY RESET?' VENTILATION _ B: Air Balance C: Outside Air Measure M: Out. Air Measure D: Demand Control N: Natural OUTDOOR DAMPER A: Auto G: Gravity : Air : Water ECONOMIZER_rECH-3. N: Not Requiredhall EC: Economizerol. ontrol See SectiCEALED 14ie CH or Air be no H on HIGH EFFICIENCY? PIPE INSULATION REQUIRED? -_ PIPFJDUCT INSULATION PROTECTED? _ DUCTS IN CEILINGIROOF SPACE? Errerav,Pto 3.1 BV Enemb Soft User Number: 3957 Job Number: 02-01 _ Po0e:7 of 15 1 CERTIFICATE OF COMPLIANCE (Performance MECH-1 PROJECT NAME DATE Herten Medical Office Addition _ 1/7/2002 YSTEM FEATURES SYSTEM NAME 1 TIME CONTROL SETBACK CONTROL ISOLATION ZONES _ HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? _ HEATING SUPPLY RESET COOLING SUPPLY RESET HEAT REJECTION CONTROL VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN AIR CFM (MECH3,. COLUMNIJ, _ HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY__ COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER HEATING DUCT LOCATION VALUE'. COOLING DUCT LOCATION R-VALUEE PIPE/DUCT INSULATION PROTECTED-,, PIPE TYPE (SUPPLY, RETURN, ETC.) _ PIPE INSULATION REQUIRED? VERIFIED SEALED DUCTS IN CEIL—ING/ROOF SPACE - _J DHW Heater I HVAC - Offices & Br aknarun Na -- Programmable Swdc Na Heating Required Na Na n/a Na Na Na Na _ Constant Volume Na No Na _ No Na _ Constant Temp n/a _ Constant Temp _ nta _ n/a Na _ Air Balance Na Auto Na No Economizer Na 132 cfm Gas Fired Gas Furnace 76% 8D%AFUE _ TE PR630.NORT Split DX Na 10.5 SEER / 9.8 EE n/a _ YORK P3HUA121-03 n!a Ducts in Attic Na Ducts in Attic Yes Yes Yes Yes _ n/a No _ I HVAC - (E) Exam Rooms I CODE TABLES: Enter code from table below into columns abcrve. HEAT PUMP THERMOSTAT? TIME CONTROL S: Prog. Switch 0: Occupancy SETBACK CTRL. H: Heating C: Cooling ISOLATION ZONES I FAN CONTROL Ender Number of I: Inlet Vanes Isolation Zones. P: Variable Pitch E_ ELECTRIC HEAT? _ VAN MINIMUM POSITION CONTROL? Y: Yes N:No Sensor M: Manual Timer B: Both V: VFD _ O: Other C: Curve SIMULTANEOUS HEAT / COOL? _ HEAT AND COOL SUPPLY RESET' ' TION _ ce ir Cert. OUTDOOR DAMPER ,4: Auto G: Gravity ECONOMIZER_ :Air : Water O.A. CFM Enter Out Air FM. HIGH EFFICIENCY? — _ --- (PIPE INSULATION REQUIRED? rBalance easureNot Control Required EonEconomizer See Section Note: This shall bePIPE'DUCT less MECH3n Col. H on INSULATION PROTECTED? SEALED DUCTS IN CEILING/ROOF SPACE? Fnar . 3.1 nv F..m . r r User Number: 3957 Job Number: 02-01 Page:8 of 15 1 MECHANICAL EQUIPMENT SUMMARY' Part 1 of 2 MECH-2 CPROJECT NAME Herten Medical Office Addition _ DATE 1!7/2002� CHILLER AND TOWER SUMMARY — Efficlen Tons — PUMPS — Equipment Name --- --- Equipment Type Tot GPM BHP Motor Eff. Drive Eff. Pump Control BOILER SUMMARY Energy Factor of Recovery Efficiency, Standby Loss or Pilot ANK INSUL. Name System Type Distribution Type Oty Rated Input Vol. (Gals.) Ext. R-Val. _System TATE: PR6-30-NORT Small Gas _ Standard 1 33,500 30 0.58 rJa n/a STATE. PR6-30-NORT Small Gas Standard 1 33,500 30 0.58 n/a n/a CENTRAL SYSTEM RATINGS HEATING COOLING -System Name System Ty Qtv. Output kYy Ehf. ut Sensible Efficienev Economizer Type YORK F14HUAl 2NO3201 Split DX 1 32,000 0.0 80% AFUE 30,000 22,20010.9 SEER / 9.9 EER No Economizer ORK F'4HUA72L03201 Split D}: 1 32,000 0.0 80%P�FUE� 36,800 27,20010.3 SEER! 9.5 EER No Economizer YORK F'3HUA12L03201 Split W( 2 32,O1X) 0.0 80%PiFUE 24,800 16,40010.5 SEER / 9.8 EER No Economizer i CENTRAL SYSTEM FAN SUMMARY SUPPLY Motor Location BIoN-Through CFM 1,405 F BHP 0.20 Motor Eff. 77.0% Drive . Eff. _CFM 100.0% none BHP A Motor Eff. Dnve Eff. System Name Fan � YORK P4HUA12N03201 Constant Volume YORK P4HUA12L03201 Constant Vciuma — BIo Through Blau -Through — 1,405 1,405 0.20 0.33 77.0% 77.0% 100.0% none 100.0% none YORK P3HUA12L03201 Constant Volume_ i C Run Initiation Time: 01 /07/02 14:05:25 Run Code: 1010441125 EneravPm 3.1 By EnemvSoft User Number. 3957 Job Number. 02-01 _ _ Page:9 of 15 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH-2 PROJECT NAME Herten Medical Office Addition DATE 1/7/2002 _ ZONE TERMINAL SUMMARY VAV TERMINAL BOX TERMIN hL FAN BAS B ARD _ 2one Names--- SILm T Min. CFM Ratio Re oil CFM BHP Motor Eff. Drive Eff. Type Output Type DeftaT _ i EXHAUST FAN SUMMARY J �— TT7{7T--- Room Name CFM -ERFI7CIISTFAFr-- Motor Drive BHP Eff. Eff. Room Name City. CFM BHP Motor Eff. Drive Eff. Run Ini4iation Time: 01/07/02 14:05:25 Run Code: 101 044112 6lergyPru 3.1 ay EnergySoft User Number. 3957 Job Number. 02-01 _ _ Pageloot15 MECHANICAL VENTILATION MECH-31 MECHANICAL VENTILATION [A] © fD] [El [j] [G] O M U CK] AREA BASIS OCCUPANCY BASIS REWD O.A. (MAX OF D OR G) DESIGN OUTDOORVAV AIR CFM MIN. RATIO RANS FER AIR _ ZONEISYSTEM COND. AREA (SF) CFM PER SF MIN. CFM (B x C) NO. OF PEOPLE CFM PER PERSON MIN CFM (EFXF) (N) Exam Rooms 998 0.15 150 150 150 HVAC - (N) Exam Rooms _ Total 150 150 Reception & Clerical 11122 0.15 16B 11.2 15.0 168 168 168 HVAC - (N) Reception Total 168 16B Offices & Breakroom 882 0.15 132 132 132 HVAC - Offices & Breakroom Total 132 132 (E) Exam Rooms 888 0.15 133 133 133 HVAC - (E) Exam Rooms _ Total 133 133 _ C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 5D% of Chapter 101997 UBC Occupant Density. 1 Must be greater than or equal to FI, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust Fans. K Must be greater than or equal to (H minus I), and, for VAV, greater than or equal to (H-J). F--energyPro 3.1 By EnergySr* _____ User Number: 3957 ___ Job Number: 02-01 _ Page:11 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Herten Medical Office Addition 1/7/2002 SYSTEM NAME FLOOR AREA HVAC- (N)Exam Rooms Number of Systems Heating System _ Output per System 32,000 Total Output(Btuh) 32,000 Output (Btuh/sgn) 32.1 Cooling System — -- Output per System 30,000 Total Output (Btuh) 30,000 Total Output (Tons) 2.5 Total Output (Btuh/sgft) IT:otal Output (sgttfron) 30.1 399.0 Air System CFM per System 1,405 Airflow (cfm) 1,405 Airflow (cfm/sgft) 1.41 Airflow (cfmrron) 562.0 Outside Air (%) 10.6 Outside Air (cfm/sgft) 0.1E Note: values above given at ARI conditions 37.0°F 65.5°F Outside Air 0 150 cfm Supply Fan 1405 cfm 69.7 °F 82.2/61 A°F Outside Air 150 cfm 74.8 / 59.6 ° F 6.5°F Total Roorn Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD Heating Coil CFM I Sensible Latent I I CFM I Sensible 1,61 23, 1,9 544 9,571 o 479 0 _ 1,19E 0 1 _ 1,16E � 150 6,337 0 _ 115� 0 Lm; 479 C 166ml 727546 P4HUA12N03201 24,473 4,0117 32,ON 32.000 Total Adjusted System Output C24,473 4,037 (Adjusted for Peak Design Conditions)) TIME OF SYSTEM PEAK �— Oct 22m 1 Jan 12 am 86.8°F in Retum Air Ducts 4 75-6 J159.8 OF 5.6/59.8°` . 59.3/53.1°F Supply Fan 1405 cfm Cooling Coil k Return Air Ducts 4 3.1 By EnerovSofl User Number: 3957 Job Number: 02-01 Suppty Air Ducts 86.5 °F ROOMS 70.0 °F Supply Air Ducts 60A /53.5°F 41.7% R.H. =OOMS 740 / 59.3 OF HVAbC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Herten Medical Office Addition DATE 1/7/2002 SYSTEMI NAME FLOOR AREA HVAC - (N) Reception _ _ 1 122 Number of Systems _T Heating System Output per System 32,000 Total Output (Btuh) 32,000 Output (Stuh/sgft) 28.5 Cooling System _ Output per System 36,800 Total Output (Btuh) 36,800 Total Output (Tons) 3.1 Total Output (Btuh/sgft)_ 32.8 — _ Total Output (sgft(Ton) 366.0 Air System-- CFIN per System 1,405 Airflow (cfm) 1,405 Airflow (cfmfsgft) 1.25 Airflow (cfm/Ton) `458.2 Outside Air (%) 12.0 Outside Air (cfm/sgft) 0.15 Note: values above given at ARI conditions_ (EATING SYSTEM PSYCHROMIETRICS 30.0°F 64.8°F 64.80F Outside Air 161) cfm Supply Fan 1405 cfm 695 °F Total Room Loads Return Vented Lighting Return Air Ducts Retum Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD Heating Coil 83-33.7 OF 76.0 i 62.1 ° Me :11 Outside Air 0 168 cfm Supply Fan 1405 cfm 75.0 / 61.8 ° F CFM ISensiblel Latent I I CFM I Sensible 1,767 30,592 2,2 r 856 74,303 0 1,530 715 0 0 t69 1,506 _ S18 168 _i 72 7,103 0 0 715 1 ,530 C 22,&36 3515 :1`4HUA121-0:r!01 28,890 7,177 32,000 Total Adjusted System Output 28 B90 7177 E 32� (Adjusted for Peak Design Conditions) _ TIME OF :SYSTEM PEAK _. Jun Spin Jan 12 am 86.1 °F k Return Air Ducts y 760/62.10F M 56.8/54.5°F Cooling Coil }% Return Air Ducts 'J Air Ducts 85.6 °F ROOM 70.0 °F I Supply Air Ducts E57.8 / 54.9 OF 49.3% R.H. COOMS1 74.0 / 61.5 OF EnemvPro 3.1 B, Endm9Sott User Number: 3957 _ Job Number: 02-01 __ - Page:13 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Herten Medical Office Addition _ 1/7/2002 SYSTEM NAME FLOOR AREA HVAC - Offices & Breakroom 882 Number of Systems Heating System Output per System 32,000 Total Output(Stuh) 32,000 Output (Btuh/sgft) 36.3 Cooling System Output per System 24,800 Total Output (Btuh) 24,800 Total Output (Tons) 2.1 Total Output (Btuh/sgft) 28.1 L Total Output (sgfVTon) 426.8 Air System CFM per System 1,405 Airflow (cfm) 1,405 — Airflow(cfm/sgft) ---- 1.59 Airflow (cfm/Ton) 679.8 Outside Air (%) 9.4 Outside Air (cfm/sgft) Note: values above given at AR] conditions 1EATING SYSTEM PSYCHROMEETRICS 33.00F 66.toF 66.10F Outside Air 132. cfm Supply Fan 1405 cfm 69.8 of 67.0/64.9 of Outside Air 13:2 cfm 745/E51.4 cF Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD Heating Coil CFM ISensiblel Latent I I CFM I Sensible �1849 1, P3HUA121.03201 17,43 6,321 32,000 Total Adjusted System Output 17437 s,32t 32,000 (Adjusted for Penk Design Conditions) _ TIME OF SYSTEM PEAK �_ Jul 3 m Jan 12 am 87,40F k Return Air Ducts Y 75.7161.8 OF 75.7/61.8 of 64.1 IF57.2 cF Supply Fan Cooling Coil 1405 cfm �% Retum Air Ducts `j Air Ducts 87.3 of ROOM 70.OoF I Supply Air Ducts 64.6/57.4 of 48.5% R.H. COOMS1 74.0 / 61.3 OF I EneravPm 3.1 By EneravSoR User Number: 3957 Job Number: 02-01 Pege:14 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY DATE NAMEHerten Medical Office Addition 1/7/2002 LCT M NAME FLOOR AREA 888 _ HVAC - (E) Exam Rooms NGINEERING CHECKS Number of Systems — IUSYSTEM LOAD _ OIL COOLING PEAK COIL HTG. PEAK _ FcCFSensible Heating System Outputper System MSensible Latent CFM __ 32,000 Total Room Loads 2, 20,046 �.776 502 9,091 Total Output (Btuh) _ 32,000 Return Vented Lighting _ o output (Btuhlsgft) 36.0 Return Air Ducts — 1,002 � Cooling System Return Fan — o 0 --__-H24 Output per System Ventilation 1 _ 1,753 133 5,644 Total Output (Btuh) Supply Fan _ o o Total Output (Tons) Supply Air Ducts 1,002 '� Total Output (Btuhlsgft) _- — TOTAL SYSTEM LOAD �3t __ _ 15JTotal Output(sgft/ron) ---- - Air System HVAC EQUIPMENT SELECTION CFM per System - Airflow (cfm) 1,405 -- — -- - YORK P3HUA12L03201 159�1 32,000 1405Airflow (cfmisgft) --- -- 1.53Aiiilow (cfmfTm) 679.8 -- ---- Total Adjusted System Output 17592 6786 32� 95 Oudside Air (%) (Adjusted for Peak Design Conditions) _ — 0.15 Jul 3 m C o itside Air (cfm/sgft) TIME OF SYSTEM PEAK Lan Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak 30.00F 65.90F 65.9OF 87.30E _ -> Supply Air Ducts . Outside Air V 87 0 ° F 12D cfm Supply Fan Heating Coil r —DONS R 1405 cfm 70.0 °F 69.7 °F Retum Air Ducts E F DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coolin Peak 87.0,164.9 OF 75.8 /61f10F 75.8/61.8OF 64.'U57.3 °F Ducts Supply Air O Outside Air 133 cfm Supply Fan Cooling Coil �648157.50F 1405 cfm 48.5% R.H. ROOMS 74.0 / 61.3 OF 747161.5 OF Return Air Ducts E EnargyPm Pege 15 of 15 3.1 By Energy5oft _ —_ User Number: 3957 --- Job Number: 02-01 LAMPMA►N & SMITH A STRUCTURAL ENGINEERING CORPORATION 805 AEROVISTA PLACE, SUITE 204 • SAN LUIS OBISPO • CA 93401 (805) 544-9173 • FAX (805) 543-2830 • E-Mail: lampsmith.com Since 1985 CHRISTOPHER I. LAMPMAN, S.E. MICHAEL F. SMITH, P.E. Job No.: LS011154 July 3, 2002 LS-PC48-02 CITY OF SAN LUIS OBISPO Building Department 990 Palm Street San Luis Obispo, CA. 93401 ATTN: Building Official RE: Structural Plan Check Responses for Herten Medical Office Remodel, 15 Santa Rosa, CA. Dear Building Official: The following items are this offic:e's responses and observation for the subject project. The items are responses to the Structural portions of the Plan Check. Item numbers correlate with items within your Plan Check. 18. Mechanical equipment is supported by roof trusses. Truss manufacturer to design for mechanical equipment. Mechanical equipment is not suspended. 37. Sheet A.7 has been revised to specify front entry roof beam. 38. Notes 8 and 9 on sheet A.7 have been revised. Also, page 5 of structural calculations hasbeen revised (see attached). 39. Sheet A.-7 has been revised to specify shear wall lengths. Thank you for your time and consideration. If you have any further questions concerning this matter, please feel free to contact this office. Sincerely y9ll'£<_i, . SIOCOR,'T. E. At BY ' CHID. BY DATE_L/O--L- SUBJECT DATE _� i 1112111 city of san Luis osispo Builainq & Safety Division • 990 Palm Street • San Luis Obisp, CA 93401-32,19 • (805) 781-7180 Utilities Service Installation Work Order Date 11/20/03 By SHERRY WO Number 1807 Account Service Address 15 SANTA ROSA LANDSCAPEI Route Customer HERTEN RJEFFREY Sequence Mailing Address 15 SANTA ROSA ST 0 City,St,Zip SLO CA 93401-1811 Units 0 Home Phone Work Phone Budget Acct TYPE OF SERVICE REQUEST E� Residential Sewer Wye Connection Fire Hydrant Construction meter Commercial X Landscape Hmeter Detector Check H Conversion of Construction # Descri tp ton to Regular Service Unit Fee 1 Install water meter 1" price 154.000 154.00 FIELD INSTRUCTION Total Fees $154.00 X Install meter Retire service Repair meter n Turn meter on/off n Wye abandonment Adaptors Change meter Stuck meter FHA Investigate bill IL-1Il Cross connection Remove meter Repair leak Read meter Wye installation ketch/Comments Install 1" meter for landscape. so Serial Number Size Manufacturer/Type Old Meter New Meter Read 12/02/03 154.00 / 0.00 / 0.00 Water Pressure Completed by Date / / Balance Due $0.00 IMPORTANT --- PLEASE READ CAREFULLY --Failure to comply could result in additional expense. 1. Applicant must install valve on private side before meter is set, per City standard. 2. If metered service is to be used for landscape, an approved backflow device must be installed per approved plan and City standard prior to the meter set. 3. A minimum of 48 hours prior notification is required for all installation/abandonment requests. Call WATER or WASTEWATER DIVISION at 805-781-7220 to schedule. 4. A minimum of a two-hour callout charge will be billed for any return callout due to the customer's failure to meet pre -installation or pre -abandonment requirements. 5. An encroachment permit is required for any work performed in the public right-of-way. 6. At time of meter installation, a water and sewer billing account will be established using customer information shown above. An account setup will be assessed at that time and sewer and water use charges will commence. Building Hydrant information for I-08-09 Hydrant # Location Zone 1-08-09 11 SANTA ROSA 2 (9 431' Make & Model Water Main Wet/Dry (W/D) MUELLER IMPROVE MPG 1966 SAN'1'A ROSA 10" D Outlets Barrel Size New Hydrant 3 4 1/2" 2 1/2" 2 1/2" 7 J-06-33 Main Year Tee Branch Marker St. Valve Dist. loll 1966 10"X6 6 " OK 8' PRESSURES GPM FLOWS Date Time Stat. Resid. Pitot/Outlet Observ. 020# By 03/11L02 1300 ____ 68 52 @ 2 1 2" 1210 4R34 N 06/25/79 1405 74 67 25 @ 4 1/2" 2718 8192 LP MAINTENANCE RECORD Date Red By Painted By Thread By Weed By Flush By Marker By Curb Color Lube Earth 06/25/79 OR LP GREEN LP YES JC OK JC YES JC OK LP/JC 08/17/89 OR JM YELLOW JM YES AM OK AM OK JM/AM BUILD 116 DIVISION CITY OF SAN LUIS OBISPO Special Notes SAD FLOOD LOCATION (NO DRAIN FOR 2 1/2" OUTLET). lk4-r6n/ fZ--�-62 0 0 'S vuH� O 0 m Wr 9 c 1 S €tlgg F i n A 6 I W WILKINS Aa®M.00MPANY MODEL 350 Double Check Valve Featuring Compound Checkrm Patent No. 5,913,331 MODEL 350 Model 350 Appmesielllslings 0 FEATURES 21/2" Thru 8" Sizes 2 1/2"-8" ❑ Double check valve consisting of two independently operated spring -loaded center guided check valves ❑ Standard with two non -rising stem resilient wedge gate valves and four resilient seated ball valve test cocks ❑ Nickel -plated ball valve handles offer superior corrosion resistance ❑ Lightweight ductile iron construction with FDA approved fusion epoxy coat inside and out ❑ Dual torsion springs bias the check in the closed position (4"-8") ❑ Modular poppet design: Lead-free engineered plastic (Noryl®) and stainless steel ❑ No internal threads In body or cover, eliminating exposure to corrosion ❑ Single access cover reduces maintenance and down time LJ Entire unit serviceable in line ❑ Temperature range 33°F-140'F • Maximum pressure 175 psi Size 21YY 3• 4 e. FCCHROUSC H&V i H&V ASSESI ed 1013 H H H&V H&V Awr MppWt V V H&v H&V IAPMO U.Md H&V H&V CSA-C Mfiad H&V H&V ULm Gg55fl0tl H&V H&V H&V H&V FMmgpproved H&V H&V H&V H&V C-ULmClasellietl H&V _HIV H&V H&V approvai in nouanlei onenlaeon -W denotes approval in ventral orientation 36 4 IT 4 DIMENSIONS & WEIGHTS (DO NOT INCLUDE PACKAGING) MODEL 350 2 1/2" Thru 8" IIIMENSIONS(approximate) WEIGHT MODEL SIZE man 21R 65 A In io 31 791 8LUS GATE VALVES In, mm 15 718 403 O n. mm 33/4 95 D n. mm 71/4 1M E058V OPEN 11. i"m I6 LB 916 E36dY (A USED In. mm 13 ]13 352 ENDS GATE i, men 113e 289 1 n. mm 31R 89 G i. 41114 1nm 104E 'WITHOUT GATE VALVES 11os. it 53 24.1 WITH NHS GATE VALVES I6a. k9 155 ]eq WITH OS&V GATE VALVES ms. kp 163 74 3 60 32 61fi 157/8 4O3 3314 95 71/4 IN 18118 479 155S 3W 123/6 314 312 69 42314 IDEA ,53 211 177 BG4 183 B3 4 1W 3151H Y56 1912 495 41/2 119 B 203 223p 98 1&114 4N 143/4 375 G 152 521/4 1327 91 413 271 123 2&1 6 150 4451E 1133 2312 $97 6 152 10 254 301M 785 23 So GOT 19 483 ] 178 62114 1581 I65 711 119 2038 465 211 8 200 GO 518 1540 3)112 9533 10 254 11 279 313/4 959 291/4 743 2212 572 Bt12 216 847/8 2E1566 358 1625 810 36]] 834 370.6 I E \� .0. /1 -a 1 Model 350OSYPS Model 35O0SYG j� FLOW CHARACTERISTICS g i M �E9 NS. GPM( Model 350 65 & BOmm IMETRII l •� z guar 30 40 50 Mntlal'Cm mo--ro— —pra MODEL 350100 & ItGril ., IMFTC111 omim Pw 1PCLbXwMry.ppm,.Lgma:l 37 May 3, 2002 Sprinkler 41 a 1. PRODUCT NAME Viking Mlcrofasts and Microfari Model M OR Pendent Sprinklers 2.MANUFACTURER The Viking Corporation 210 N. Industrial Park Road Hastings, Michigan 49058 U.S.A. Telephone: (269) 945-9501 (877) 384-5464 Fax: (269) 945-9599 e-mail: techsvc n(fankingcorp.com 3. PRODUCT DESCRIPTION Viking Microfasts and MicrofastHPv Quick Response Pendent Sprinklers are small, thermosensitive spray sprin- klers available with several finishes, temperature ratings, and orifice sizes to meet design requirements. The special Poly finishes and Teflon* coatings can be used in decorative applications where colors are desired. In addition, these two finishes are corrosion resis- tant and provide protection against many corrosive environments. The pip -cap and sealing assembly of the sprinkler is field in place by a ragged 3 mm glass bulb. During fire conditions, when the temperature around the sprin- kler reaches its operating temperature, the heat -sensitive liquid in the glass bulb expands, causing the bulb to shat- ter, releasing the pip -cap and sealing spring assembly. Water flowing through the sprinkler orifice strikes the sprinkler deflector, forming a uniform spray pat- tern to extinguish or control the fire. 4. TECHNICAL DATA LISTINGS AND APPROVALS Refer to Table 2 on page 41 b. Glass -bulb fluid temperature rated to -65 "F (-55 7C). Minimum operating pressure: 7 psi (48,3 kPa). Rated Water Working Pressure: Sprinkler Base Part Nos. 06662B, 06718B, and 06932E are rated for use with water working pres- sures ranging from the minimum 7 psi (48,3 kPa) up to 250 psi (1 724 kloa) for high-pressure sys. terms. High-pressure (HP) sprin- klers can be Identified by locat- ing the number "250° on the de- flector. All Other Part Nos: Maximum 175 psi (1 207 kPa) warp. Factory tested hydrostatically to 500 psi (3 448 kPa). Spring: U.S.A. Patent No. 4,167,974 Bulb: U.S.A. Patent No. 4,796,710 Testing: U.S.A. Patent No. 4.831,870 Sprinkler Temperature Nominal Sprinkler Temp. Maximum Ambli nt Bulb Clasalflcatlon _ Rating Fuslac ohm) Gelling. Temperature) Colors _.-... Ordinary135° 7 Ion-r 397C Course 155'F (se °C) _ t n8 °F j3re -CJ__ Intermediate 175"1`79" 1507E 657C _ yellow Intergana tn,_ _ 200°F 93 °C _.-_ 160°F(65"C) -_Green High 110T °C1 Blue Sprinkler Finishes: Brass, Bright Brass, Chrome-Enloy* (patents gentling), White Polyes- ter (White P Black hate V finish for P/N 066628 only), Navajo While Polyester, Black Polyester, and Comoslon-Reslstart Coatings': White Polyester (White Poi finish for PM 06662B only), _ Navajo White Polyester, &ad Polyester, and Black Teflon Footnotes r Based on NFPA-13. Other limits may apply, depending on fire loading, sprinkler location, and other requirements of the Authority Having Jurisdiction. Refer to specific installation standard. Y The temperature rating is stamped on the deflector. r The corrosion -resistant coatings have passed standard corrosion tests required by pare, ular approving agencies. Refer to the approval chart on page 41 b. These tests cannot and do not represent all Possible corrosive environments. Prior to installation, verify through the end -user that the coatings are compatible with or suitable for me proposed environ- ment The coatngs indicated are applied to me eTosecl exterior surfaces only. NOTE: The spring is exposed on sprinklers with Teflon* Coating or Poly finishes. Table 1 Min. operating pressure: 7 psi (48,3 kPa) SPRINKLER MATERIALS Frame: Brass Castings UNS-C84400 or UNS-C87400 Deflector Capper UNS-C19500 for Sprinkler Base Part Nos. 06662B, 06666B, and 06765B. Brass UNS-C26000 for all other Part Nos. Bushing (for Sprinkler Base Part Nos. O6718B and 067208): Brass UNS- C36000 Bulb: Glass, nominal mm diameter Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with Teflon* Tape Screw: Brass UNS-C36B00 Pip Cap and Insert Assembly: Copper UNS-C11000 and Stainless Steel UNS-S313400 Pip Cap Attachment: Brass UNS-036000 Sprinklers with Polyester Coating or Poly Finish Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with Teflon® Tape, exposed Pip Cap and Insert Assembly: Cop- per UNS-C1f000 and Stainless Steel UNS-S30400 Sprinklers with Teflon* Coating Belleville Spring Sealing Assembly: Nickel Alloy, mated on both sides with Teflon* Tape, exposed Screw: Brass UNS-C36000 Nickel plated. Pip Cap and Insert Assembly: Cop. per UNS-C11000 and Stainless Steel UNS-S30400, Teflon* Coated AVAILABLE FINISHES Brass, Bright Brass, Chrome-Enlaye (patents pending), White Polyester (White Poly finish for Sprinkler Base Part No. 06662B only), Navajo White Polyes- ter, Black Polyester, and Black Teflon® ACCESSORIES Sprinkler Cabinets (Available since 1971): A. Six head capacity: Part No. 01724A B. Twelve -head capacity: Part No. 01725A Sprinkler Wrenches: A. Standard Wrench: Part No. 10896W/B (available since 2000) or05000CW/3 (no longeravailable). B. Wrench for coated and recessed Viking MicrolastHr" Sprinklers: Part No. 07398W- A `h' ratchet ie regwred (,,ol availaGle through V eng). Refer to the "SPRINKLER ACCES- SORIES" section of the Viking Engi- neering and Design Data book. Note: Units of measure in parentheses may be approximations. Replaces page 41 alb, dated November 14, 2001 (updated Form No. F 081296 sprinkler materials list). Refer to technical data page OR1-2 - for care, installation, and maintenance information. Sprinkler 41 b Mav 3. 2002 nepiaces page 41 a-0, eased November 14, 2001 (updated sprinkler materials list). Refer Form No. F 081296 to technical date page OR7-2 for care, Installation, and maintenance information. May 3, 2002 Sprinkler 51 a vjw4j 1.PRODUCTNAME Viking Microfast- and MicmfastHP1r Model M Quick Response Upright and Conventional Sprinklers 2. MANUFACTURER The Viking Corporation 210 N. Industrial Park Road Hastings, Michigan 49058 U.S.A. Telephone: (269) 945-9501 (877) 3845464 Fax: (269) 945-9599 e-mail. techsvcsQvikingcom.com 3. PRODUCT DESCRIPTION Viking Microfast- and MicrofastHPa Quick Response Upright and Conven- tional (Old Style) Sprinklers are small thermosensitive spray sprinklers equipped with a rugged 3 mot glass bulb. Viking Microfast® and MicrufasiHP- Quick Response Upright and Conven- tional Sprinklers are available with sev- eral finishes, temperature ratings, and orifice sizes to meet design require- ments. The special Polyester and Tef Ion® coating can be used in decorative applications where colors are desired. In addition, the Polyester and Teflon - coatings are conosion resistant, provid ing protection against many corrosive environments. During fire conditions, when the temperature around the sprinkler reaches its operating temperature, the heat -sensitive liquid in the glass bulb expands, causing the bulb to shatter, releasing the pip -cap and sealing spring assembly. Water flowing through the sprinkler orifice strikes the sprinkler collector, forming a uniform spray Pattern to extinguish or control the tire. 4. TECHNICAL DATA LISTINGS AND APPROVALS Refer to Table 2 on page 51 b. Glass -bulb fluid temperature rated to -65 "F (-55 -C). Rated Water Working Pressure: Sprinkler Base Part Nos. 06661B, 067178, and 06931E are rated fa use with water working pressures ranging from the minimum 7 psi (48,3 kPa) up to 250 psi (1 724 kPa) for high-pressure systems. High-pressure (HP) sprinklers can be Identified by locating the num- ber "250" on the deflector. All Other Part Nos: Ma%Imum 175 psi (1 2071 wisp. Factory tested hydrostatically to 500 psi (3 448 kPa). Spring: U.S.A. Patent No. 4, 167,974 Bulb: U.S.A. Patent No. 4,796,710 Testing: U.S.A. Patent No- 4,831,870 Minimum operating pressure: 7 psi (48,3 kPa) MICROFAST" AND MicrofastHP- QUICK RESPONSE UPRIGHT AND SPRINKLER MATERIALS Frame: Brass Castings UNS-CS4400 Deflector: Copper UNS-C19500 for Sprinkler Base Pan Nos. 0666113, 06665B, 06764B, and 07060. Brass UNS-C2WM for all other Part Nos. Bushing (for Sprinkler Base Pad Nos. 06719B and 06717B): Brass UNS-C36000 Bulb: Glass, nominal 3 min diameter Belleville Spring Sealing Assembly: Nickel Allay, coated on both sides with Teflon® Tape Screw: Brass UNS-C36000 Pip Cap and Insert Assembly: Copper UNS-C11000 and Stainless Steel UNS-S30400 Sprinklers with Polyester Coating Belleville Spring Sealing Assembly: Nickel Alloy, coated on both sides with Teflon® Tape, exposed Pip Cap and Insert Assembly: Copper UNS-CI1000 and Stainless Steel UNS-S30400 Sprinklers with Tailor Costing Belleville Spring Sealing Assembly: Nickel Allay, coated on both sides with Teflon Tape, exposed Screw: Brass UNS-C36000, Nickel plated Pip Cap and Insert Assembly: Copper UNSCI1000 and Stainless Steel UNS-S30400, Teflon- Coated AVAILABLE FINISHES Brass, Bright Brass, Chrome-Enloy- (patents pending), White Polyester (While Poly finish for Part Nos. 06661 B, 0666513, 06764B, and 07060 only), Ne. vain White Polyester, Black Polyester, and Black Teflon - ACCESSORIES Sprinkler Cabinets: A. Six -head capacity: PartNo. 01724A B. Twelve -head capacity: Part No. 01725A Available since 1971. Sprinkler Wrenches: A. Standard Sprinkler Wrench: Part No. 10896W/B (available since 2000) or OSOOOCW/B (no longer available). B. Wrench for coated and recessed sprinklers: Part No. 07398W` ` A Vz" ratchet is required (not available from Viking). Refer to the "SPRINKLER ACCES- SORIES" section of the Viking Eogi. neering and Design Data book. Note: Units of measure in parentheses Replaces page 51 a-b, dated September 14, 2001. Refer to technical data may be approximations. page ORt-2 for general care, Installation, and maintenance Information. Form No. F 080488 Sprinkler5l b Mav 3. 2002 ® MICRaAND V' MicrofastHPastHPa QUICK � t � RESPONSE UPRIGHT AND CONVENTIONAL SPRINKLERS Approval Chart Microlast® and Mlc of.WHPs Quick Response Upright Ir Temperature KEY +inish ..it Conventional Glasa-Bulb Style Sprinklers -- A1Xa- Escutcheon (1f applicable) ----- - --- Maximum 1]6 PSI WWPStandard - _ Chat" ales _ eetl Size _ crl bon Inal Kfacbr Overall h IJstlnga end74YC' NPT BSP Sprinkle Sprinkler Base Bprinkl o U 5.10 metric° Inches mm UL C-ULs FM° Vtl5 LPCB SMe_ Pad No,' LON -OB661B _..15mm 1711UgM A4 A _.1Smm - UoraM 0]06 J 8 1 A;-- C nven6onal QQ]�$ VK310 81 2.4 61 By_ AS — —_ Upfigllt_ _ B VK350 _ 111 20 A4 A4 _ _ 29-- ] As 34' 20 mm Se48yaQenn_O6]68B� ilk A4- 1--� --- Small Orifices _ - Uralah tW7117B _ VK32 28 � 2.7 p. �- = A2 _ -.. Maximum 250 PSI W WP ----- OrIRc — Thre tl Sire W crl _ on Nmnl I K-famor n lBrga and A Ise NPT SSP Sprinkler 8pdnkler Base Sprinkler to that� 4 n Si11ta_ pad No.t L0. m U.S. metrics Inches mm UL C-UL FM NYC Vtl5 LPCB 'h"-.1316mL.-Uodoht� 06861 B_ E 61 A4 A4 _ - a __ OBTt VK325 28 s 2.] 69 A2 A2 _ 1 to in F 11 _ _ Approved Finishes ! 1 - Brass and Chrome-Enlcye Approved Temperature Ratings 2 - Brass, Bright Blass, ChromaEnloyo, VJINe Potyesta', Na- A-135°F(5]°C1.155°F(68"C),1]5°FITS °G), 200 °F (93 °C),and 286°F (141°C) oNTtte Poly '•Bad Polyester. and BMck Tenon-1 B -135 °F (5] °C) and 155 °F (66'C) 3 -Brass, Chrome-Enloy®, and White Poly Finish C -155 °F (68 °C) 4 -Brass, &igM Brass, ChromaEnloym, White Poly RNM7, Na- vate White P010e9te4', Black Polyester', and Black Tenon' 5 - Barns, Bright Boars, ChrpnaEnbys', Wnte Polyester, Na- van WNte PoNasky, wall BIarA Pov ster _ Footnotes ' Basa pan number is shown. For complete pad number, refer to Vikings current pnce schedule. Thistabla shows the listings and approvals available alike lime of printing. Other approvals may be In process. Check with the manufacturer for any additional approvals. s Accepted for use, City of New York Board of Standards and Appeals, Calendar Number 219-]6-SA. ° The sprinkler critics is bushed. eU56n s and Approvals are limited to Light -Hazard occupancies with hydraulically calculated wet systems only. Listetl by Underwriters Laboratories Inc. for use in Canada. ' UL and C-UL Listed and NYC Approved as conosion+eaistent. a FM Ap roved for protection of occupancies described In the Factory Mutual Engineering and Research Loss Prevention Data Sheets and TechnPcal Advisory Bulknk.. oMetric K Factor shawnislar use vfian pressure is measured in kPa. When pressure is measured in BAR, multiplythe metric K-Factor sham by 10.0. I.E. N.9 and nominal US. ided in accordanas with the edition NFPA 13, Section ,,Aaepted for uW. City at New York Departmeer of 3-2.2 and Section 3-2 3. nt of Buildings MEA 8 92-E, Vol %y18 Table 2 Replaces page 51 a -lb, dated September 14, 2001. Refer to technical data Form No. F 080468 page Oat-2 for general care, installation, and maintenance informaden. - HERTEN MEDICAL OFFICE ADDITION Fire Sprinkler Reports for ALPHA FIRE 4g9 SPRINKLER CORPORATION 650 Sveenay Lane Sun Luis Obispo, CA 93401 (805) 541-2324 FAX S41.4624 App OVED JAN 31 2003 BUILnING LJ yw014 Prepared By: Ed Cyr Alpha Fire Sprinkler Corp. 650 Sweeney Lane San Luis Obispo, CA 93401 (805)541-2324 December 20, 2002 Elite Software nevelopment, Inc. Herten Medical Office Addition Page 2 General Project Data Re Project Title: Herten Medical Office Addition Designed By: Ed Cyr Date: December 20, 2002 Code Reference: NFPA #13, 1999 Edition Approving Agency: City of San Luis Obispo Client Name: Ross Construction Phone: Address: City, State Zip Code: San Luis Obispo, CA Upright calculation Company Name: Alpha Fire Sprinkler Corp. Representative: Ed Cyr Company Address: 650 Sweeney Lane City And State: San Luis Obispo, CA 93401 Phone: (805)541-2324 Building Name: Herten Medical Office Building Owner: Dr. Herten Contact at Building: Phone at Building: Upright calculation Description Of Hazard: Light Hazard Design Area Of Water Application: 1170 ft2 Default Sprinkler K-Factor: 4.20 K Inside Hose Stream Allowance: 50.00 gpm In Rack Sprinkler Allowance: 0.00 gpm Sprinkler Specifications Make: Viking Q.R. Size: 7/16" Sprinkler System Type: WET Maximum Area Per Sprinkler: 130 ft' Default Pipe Material: DYNA THREAD (S 40) Outside Hose Stream Allowance: 50.00 gpm Model: Temperature Rating: SSU 200 Source Of Information. City ofSan Luis Obispo Fire Dept. Test Hydrant ID: 1-08-09 Date Of Test: 3-11-02 Hydrant Elevation: 0 It Static Pressure: 72.00 psi Test Flow Rate: 1210.00 qpm Test Residual Pressure: 68.00 psi Calculated System Flow Rate: 264.42 gpm Calculated Inflow Residual Pressure: 48.08 psi Available Inflow Residual Pressure: 71.76 psi Calculation Mode: Demand HMD Minimum Residual Pressure: 7.00 psi Number Of Active Nodes: 34 Number Of Active Pipes: 33 Number Of Active Sprinklers: 12 Minimum Desired Flow Density: 0.10 gpm/fit' Number Of Inactive Pipes: 0 Number Of Inactive Sprinklers: 0 At? 12 1111" JAid 3 2003 GI " CN C, I t E;, w, l uE t i f);'tSp Active Version 200 Pipe Capacity Monday, December 23, 2002 ,.n Elite Software Development, Inc. Herten Medical Office Addition Page 3 Fire Sprinkler Input Data Node No. Node Description Area Group Sprinkler Pressure Node Nan -Sprinkler Elevation Discharge KFactor (K) Estimate (psi) (feet.- _Wpm) 2 Non -Sprinkler _ _ _ _ N/A 8.99 11.00 0.00 _ _3 Non -Sprinkler _ N/A 9.83 11.00 0.00 5 Non -Sprinkler _ N/A 10.66 11.00 0.00 7 Non -Sprinkler _ N/A 1181 12.50 0.00 9 _. Non -Sprinkler_ N/A 15.87 12.50 0.00 11 _Non-SPtinder N/A 7.42 11.00 0.00 13 Non -Sprinkler_ N/A 7.92 11.00 0.00 15 Non -Sprinkler N/A 8.51 11.00 0.00 20 S rP inkler_ _ _ _ _ _ ------4.20- 8.94 11.00 0.00 23 _ Spnnkler_ _ 4.20 9.54 11.00 0.00 24 Sprinkler _ 4.20 10.03 11.00 0.00 _25 Sprinkler 4.20 11.09 11.00 0.00 26 _ Sprinkler 4.20 17.93 10.50 0.00 27 _ Sprinkler _ 4.20 18.84 10.50 0.00 _ _ _ _ _28 Sprinkler_ 4.20 7.11 11.00 0.00 29 Sprinkler 4.20 7.60 11.00 0.00 30 _ _ Sprinkler _ _ _ 4.20 8.00 11.00 0.00 31 Sprinkler_ 4.20 8.86 11.00 0.00 _ 32 Sprinkler 4.20 10.28 13.50 0.00 33 Sprinkler 4.20 12.70 13.50 0.00 _ 100_ _ _ Non Sprinkler _ _ N/A 1560; /D 0.00 101 Non -Sprinkler_ N/A I-Wt `1 ... 110b.00 0.00 102 Non -Sprinkler N/A _ A7, ��i,.. f17 103 Non -Sprinkler N/A r s „+5 i5P0 0 0.00 104 _ Non -Sprinkler N/A 19.57 10.50 0.00 105 Active Version N/A 20.18 10.00 0.00 Morbay, December 23, 2002 200 Pipe Capacity Elite SofN(are Development, Inc. Herten Medical Office Addition Pane 4 Firs Sprinkler Input Data Sprinkler Pressure Node Non -Sprinkler Node No. Node Description Area Group KFactor (K) Estimate (psi) Elevation Discharge _106 _ _ Non Sp inkler_ 107 Non-Spnnkler__ 108 Non -Sprinkler 109_ Non -Sprinkler 110 Non -Sprinkler _ 111 Non -Sprinkler 125 _ Non -Sprinkler 150 __ Non -Sprinkler _.(feet_ (9pm� WA _. 21.48 10.00 0.00 N/A 31.86 10.00 0.00 _ N/A 37.21 0.00 0.00 _ N/A _ 3Z98 0.00 0.00 - WA 44.99 0.00 0.00 N/A 47.71 -6.00 0.00 N/A 48.03 -6.00 100.00 N/A 48.08 -6.00 0.00 s`N. �Fp11� y !AN Ii. 21`03 El! "rtJ ?V Active Version 200 Pipe Capacity Monday, December 23, 2002 Elite Software Development, Inc. Herten Medical Office Addition Fire Sprinkler Output Data Beg. End. Nodal KFactor Elevation Discharge R Residual Nom. Dia. Inside Dia. F. L./ft (psi/ft) Pipe -Len. Fit -Len. - Node (K) feet (feet) (9Pm) Pressure (psi) GValue Velocity Fittings Tot -Len. PE -(psi) (fps) _-T�p' e-Grp. PV-(psi) _ 20 4.20 11.00 12.56 8.94 1.00 12.56 0.04776 1,00 0.048 2 0.00 11.00 0.00 8.99 1.080 4.40 --- 0.00 0.000 DYNA THREAD f S 40) 120 0 1.00 0.010 23 4.20 11.00 12.97 9.64 1.25 25.53 3 0.00 11.00 0,00 9.83 1.408 5.26 DYNA THREADIS 40) 120 24 4.20 11.00 13.30 10.03 1.25 38.83 5 0.00 11.00 0.00 10.66 1.408 8.00 DYNA THREAD (S 40)__ 120 25 4.20 11.00 13.99 11.09 1.25 52.82 7 0.00 12.50 0.00 13.81 1.408 10.88 DYNA THREADS 401 120 _ 7 0.00 12.50 0.00 13.81 1.25 52.82 9 0.00 12.50 0.00 15.87 1.408 10.88 _ DYNA THREAD (S 40) 1p0 28 4.20 11.00 11.20 7.11 1.00 11-20 11 0.00 11.00 0.00 7.42 1.080 3.92 _ _ DYNA THREAD (S 40L 120 29 4.20 11.00 __ 11.58 - 7.60 1.25 22.78 13 0.00 11.00 0.00 7.92 1,408 4.69 _ DYNA THREAD (S. 40L_ 120 30 4.20 11.00 11.88 8.00 1.25 _ 34.66 15 0.00 11.00 0.00 8.51 1.408 7.14 _____ ___ DYNA THREADAS 40)-_ 120 2 0.00 11.00 0.00 _ 8.09 1.00 12.56 23 4.20 11.00 12.97 9.54 1.080 4.40 DYNA THREAD (S 40) 120 3 0.00 11.00 0.00 e 9:8$"' '��' �1 25.53 24 4.20 11.00 DYNA 13.30 r „130i $ 1.40)L.ie : o , 5.26 THREAD �S 40)_6 1 0 -_. 5 000 11.00 1 [.e _ 0.00 10'.G6 1.25 38.83 25 4.20 11.00 13.99 t e �, f 1:1t'a�N 8.00 DYNA THREAD �40) E•e-_;+1.)i<jpO G)TV Or - 26 4.20 10.50 17.78 17.93 1.00 17.78 27 4.20 10.50 18.23 18.84 1.080 6.23 ! DYNA THREAD S 40) 120 11 0.00 11.00 0.00 7.42 1.00 11.20 29 4.20 11.00 11.58 7.60 1.080 3.92 DYNA THREAD (S 40)_ 120 Active Version 200 Pipe Capacity 0.04878 6.00 0.293 ---- 0.00 0.000 -0 6.00 0.007 0.10597 6.00 0.636 0.00 0.000 0 0.011 _6.00 _ 0.18722 12.00 3.370 2E 6.00 -0.650 -0 18.00 0.015 0.18722 11.00 2.059 --- 0.00 0.000 0 11A0 _ 0.015 0.03864 4.00 0.309 2E 4.00 0.000 0 8A0 _ 0.009 0.03951 8.00 0.316 --- 0.00 0.000 _. -0 8.00 0.007 0.08587 6.00 0.515 --- 0.00 0.000 0 6.00 0.010 0.04776 7.58 0.553 2E 4.00 0.000 ___ 0 11.58 0.010 0.04878 4.00 0.195 ----- 0.00 0.000 0 4,00 0.007 -- - 0.10597 4.00 0.424 ----- 0.00 0.000 _0 4.00 0.011 _ 0.09089 10.00 0.909 -- 0.00 0.000 0 10.00 _ 0,015 0.03864 4.75 0.184 ---- 0.00 0.000 0 4.75 0.009 Monday, December 23, 2002 Fire -Sprinkler Output Data Software Elite Software Development, Inc. Herten Medical Office Addition ....,ew.,n..�...._....�,_ .. .......... _ -. .._... _. _.. Pace Beg. Nodal (K) (feet) (gpm) Elevation Discharge End. KFactor Node K) Nom. Dia. F. Uft Pipe -Len. Pressor Inside Dia. Q (gpm) PF-(psi) Pressure Velocity (Psi/ft) Fit -Len. PE -(psi) C-Value Fittings Tot -Len. (Psi) --_ - ((Ps) Type--Grpeft) PV (psi) 13 0.00 11.00 0.00 7.92 1.25 22.78 0.03951 2.00 0.079 30 4.20 11.00 11.88 8.00 1.408 4,69 ----- 0,00 0.000 DYNA THREAD (S 40)_ _. 120 0 2.00 0.007 15 0.00 11.00 0.00 8.51 1.25 34.66 0.08587 4.00 0.343 31 4.20 11.00 12.50 8.86 1.408 7.14 ---- 0.00 0.000 _ DYNA THREAD (S 40) 120 04.00 0.010 _. _ _ 31 4.20 11.00 12.50 8.86 1.25 47A6 0.15181 10.50 2.505 32 4.20 13.50 13.47 10.28 1.408 9.72 2E 6.00 -1.083 DYNA THREADS 40 120 0 16.50 0.013 _ _ 32 4.20 13.50 13.47 10.28 1.25 60.63 0.24162 10.00 2.416 33 4.20 13.50 14.97 12.70 1.408 12.49 --- 0.00 0.000 DYNA THREAD S 40 120 0 10.00 0.017 33 4.20 13.50 14.97 12.70 1.25 75.59 0.36341 2.00 2.907 100 0.00 13.50 0.00 15.60 1.408 15.58 T 6.00 0.000 DYNA THREADAS40 120 0 8.00 0.022 100 0.00 13.50 0.00 15.60 1.50 75.59 0.17342 4.00 2.081 101 0.00 10.00 0.00 19.20 1.639 11.50 T 8.00 1.516 DYNA THREAD S 40 120 0 12.00 0.012 9 0.00 12.50 0.00 15.87 1.25 52.82 0A8722 2.00 1,498 102 0.00 12.50 0.00 17.37 1.408 10.88 T 6.00 0.000 DYNA THREAD S 40 120 0 8.00 0.015 101 0.00 10.00 0.00 19.20 2.00 75.59 0.05139 4.50 0.231 103 0.00 10.00 0.00 19.43 2.104 6.98 ----- 0.00 0.000 _ DYNA THREAD (S 41>� _ 120 0 4.50 0.004 102 0.00 12.50 0.00 17.37 1.50 52.82 0,08934 3.00 0.983 103 0.00 10.00 0.00 19.43 1.639 8.03 T 8.00 1.083 DYNA THREADIS 40) 120 0 11.00 0.008 27 104 4.20 0.00 10.50 18.23 10.50 18.84 1. "' �6-01 Q Q�9216 j. N 2.00 0.737 0.00 19.57 1.4 7dZ4a! u; 6.00 0.000 DYNATHREAD(S40)_ 1 b-"1 0 8.00 0.010 _. _ Imo+ _. 103 0.00 10.00 0.00 19.43 2.00 128.41 01A36% 5.50 0,753 105 0.00 10.00 0.00 20.18 2.104 1 1'1L@ a [,"t'?ka=+.� 000 0.000 DYNA THREAD 40 S 120111 E^ 4 a tz;"j�$P0 5.50 _ 0.007 104 0.00 10.50 0.00 19.57 1.50 36.01 0.04398 1.00 0.396 105 0.00 10.00 0.00 20.18 1.639 5.48 T 8.00 0.217 DYNA THREAD (S 40) 120 0 9.00 0.006 105 0,00 10.00 0.00 20.18 2.00 164.42 0.21639 1.00 1,298 106 _0.00 _ 10.00 0.00 21.48 2.104 15.17 E 5,00 0.000 Active Version 200 Plpe Capacity Montlay, December 23. 2002 Elite Software Developmenq Inc. Herten Medical Office Addition ....._._._e... _.... Pagel Fire Sprinkler Output Data Beg. Nodal Residual End. KFactor Elevation Discharge O (9Pm) PF-(psi) Nom. Dia Inside Die. E L.%ft (psi/fl) Pipe -Len Fit (feet) (gpm) Pressure Node (K) (psi) C-Value Velocity Fittings -Len. Tot - Len_ PE- sl (P ) (fps) Type -Grp PV-(P5O DYNA THREAD (S 40) 120 0 6.00 0.009 106 0.00 10.00 0.00 107 0.00 10.00 0.00 DYNA FLOW 5 10 107 0.00 10.00 0.00 108 0.00 0.00 0.00 DYNA FLOW S 10 108 0.00 0.00 0.00 109 0.00 0.00 0.00 _ DYNA FLOW IS 191 109 Backilo 0.00 Prev 110 7.00 psi 0.00 110 0.00 0.00 0.00 111 0.00 -6.00 0.00 _ DUCTILE IRON 250 111 0.00 -6.00 0.00 125 0.00 -6.00 0.00 PVC, CLASS 200 125 0.00 -6.00 0.00 150 0.00 -6.00 0.00 CAST IRON, CLS 250 Active Version 21.48 31.86 2.00 2.203 164.42 13.84 0.17298 3E 45.00 15.00 10.379 0.000 -. _120____. 0 60.00 0.008 31.86 37.21 2.50 2.703 164.42 9.19 0.06388 E 10.00 6.00 1.022 4.330 _ 120 _. 0 16.00 0.003 37.21 37.98 2.50 2703 164.42 9.19 0.06388 E 6.00 6.00 0.767 0.000 _ _ 120 _ 0 12.00 0.003 37.98 164.51 44.99 15.73 44.99 4.00 164.42 0,00955 6.00 0.125 47.71 4.280 3.67 E 7.10 2.598 _ 100 ___.. 0 13.10 0.001 47.71 4.00 164.42 0.00575 22.00 0.317 48.03 4.072 4.05 TG 33.20 0.000 48.03 10.00 264.42 0.00033 150.00 0.050 48.08 10.220 1.03 ---- 0.00 0.000 100 0 150.00 0.000 2003 E Ull1 itoO I;}!V{&f)!V ,;,,Ty U"r PAN Ll°!� 031SPO 200 Pipe Capacity I Monday, December 23, 2002 Fire Sprinkler Output Data Elite Software Development, Inc. Herten Medical Office Addition Page J -- --- Flowing Area Group Sprinkler p Sprinkler P -- Sprinkler Residual Flowing Area Sprinkler Flowing Coda KFactor (K) Elevation Pressure Density Discharge -... Node No. __.._ .__ _ (feet) si (P_il _(n1) _ (9Pm� ) -_ 20_ 4.20 11.00 8.94 100.00 0.126 12.56 Sub Totals For Non -Group P _ - ------ - --- 100.00 -- 0.126 12.56 23 420 _ _ 11.00 9.54 125.00 0.104 12.97 Sub Totals For Non ro -Gu P _ - -- 125.00 _ - 0.164 --- 12.97 24 4.20 11.00 10.03 125.00 0.106 13.30 Sub Totals For Non -Group 125.00 0.106 13.30 _ 25 .__ -_-- 4.20 -- 11.00 11.09 125.00 0,112 13.99 Sub Totals For Non -Group _ 125.00 _ 0.112 13.99 _ 26 _ _ _ 4.20 10.50 17,93 110.00 0.162 17.78 Sub Totals For Non -Group - _ -- 110.00 _ 0.162 _ 17.78 _ 27 4.20 - 10.50 18.84 110.00 0.166 18.23 Sub Totals For Non -Group _ 110.00 _ 0.166 18.23 28 _ 4.20 11.00 7A1 100.00 0.112 11.20 Sub Totals For Non -Group--- -- - 100.00 0.112 11.20 .-_29 4.20 -_._-.. 11.00 125.00 0.093 11.58 Sub Totals For Non -Group _ --_ _7.60 - _ 125.00- 0 .093 _. 11.58 30 420 11.00 8.00 125.00 0.095 11.88 Sub Totals For Non -Group 125.00 0,095 11.88 31 4.20 11.00 8.86 125.00 0.100 12.50 Sub Totals For Non -Group _ _ - 125.00 0.100 12.50 32 ____ _ 4,20 _ 13.50 10.28 110.00 0.122 13.47 Sub Totals For Non -Group 110.00 0.122 13.47 33 4.20 13.50 12.70 110.00 0.136 14.97 Sub Totals For Non -Group -- 110.00 -0.136 14.97 Totals For All s Grou P --- _ -- _ 1390.00 164.42 0.136 Active Version 200 Pipe Capacity Monday, December 23, 2002 Elite n Development, Inc. Henan Medical Medical Office Addition --- Page 9 Fire Sprinkler Output Summary HMD Sprinkler Node Number: 28 HMD Actual Residual Pressure: 7.11 psi HMD Actual GPM: 12.50 glom Sprinkler System Type: WET Specified Area Of Application: 1170.00 ft- Minimum Desired Density: 0.100 gpm/W Application Average Density: 0.141 gpm/fit' Application Average Area Per Sprinkler: 97.50 ft' Sprinkler Flow: 16442 gpm Average Sprinkler Flow: 13.70 gpm Maximum Flow Velocity ( In Pipe 33 - 100 1 15.58 ft/sec Maximum Velocity Pressure ( In Pipe 33 - 100) 0.02 psi Allowable Maximum Nodal Pressure Imbalance: 0.0100 psi Actual Maximum Nodal Pressure Imbalance: 0.0071 psi Actual Average Nodal Pressure Imbalance: 0.0008 psi Actual Maximum Nodal Flow Imbalance: 12.5582 gpm Actual Average Nodal Flow Imbalance: 0.0053 gpm Number Of Unique Pipe Sections: Number Of Flowing Sprinklers: Sprinkler Flow: Non -Sprinkler Flow: Total System Demand Flaw: Minimum Required Residual Pressure At System Inflow Node: Demand Flow At System Inflow Node: Active Version 33 12 164.42 gpm 100.00 gpm 264.42 gpm 48.08 psi 264.42 gpm 666 JAN 3 2t3�13 Blk:L ":t.'a.HON CM at<;.HN 200 Pipe Capacity Monday, December 23, 2002 Ira Sprinkler Output Data EI le Saffvdre Development, Inc. Herten Medical Office Addition Pant 1n a6 ]6 a 66 LD N 50 N a` 40 30 0 16 a 2 4 6 8 10 12 14 16 18 20 Flowrate(x100) gpm Adjusted Hydrant Data Static Pressure: 72 psi Test Residual Pressure: 68 psi Test Flow Rate: 1210 gpm Demand Point Data Calculated Residual Pressure: 48.08 psi Calculated Flow Rate: 264.42 gpm Excess Available Inflow Residual Pressure: 23.68 psi 200 Pipe Capacity 5 Uf A L ,AHi'I ..j i LJJJ C�:4I b•, w. ....+ Monday, December 23, 2002 HERTEN MEDICAL OFFICE ADDITION Fire Sprinkler Reports for ALPHA FIRE SPRINKLER CORPORATION 650 Sweeney Lane Sun Luis Obispo. CA 93401 (805) 541-2324 FAX 541-4524 Prepared By: Ed Cyr Alpha Fire Sprinkler Corp. 650 Sweeney Lane San Luis Obispo, CA 93401 (805)541-2324 December 20, 2002 Elite Sativrere Development, Inc. Herten Medical Office Addition Pace 2 General Project Data Report Project Title: Herten Medical Office Addition Designed By: Ed Cyr Date: December 20, 2002 Code Reference: NFPA #13, 1999 Edition Approving Agency: City of San Luis Obispo Client Name: Ross Construction Phone: Address: City, Slate Zip Code: San Luis Obispo, CA Pendent Calculation Company Name: Alpha Fire Sprinkler Corp. Representative: Ed Cyr Company Address: 650 Sweeney Lane City And State: San Luis Obispo, CA 93401 Phone: (805)541-2324 Building Name: Herten Medical Office Building Owner: Dr. Herten Contact at Building: Phone at Building: Description Of Hazard: Light Hazard Sprinkler System Type: WET Design Area Of Water Application: 1500 W Maximum Area Per Sprinkler: 225 IF Default Sprinkler K-Factor: 5.60 K Default Pipe Material: DYNA THREAD (S 40) Inside Hose Stream Allowance: 50.00 gpm Outside Hose Stream Allowance: 50.00 gpm In Rack Sprinkler Allowance: 0.00 gpm Sprinkler Specifications Make: Viking Q.R. Model: SSP Size: 1/2" Temperature Rating: 155 Source Of Information: City ofSan Luis Obispo Fire Dept. Test Hydrant 10: 1-08-09 Date Of Test: 3-11-02 Hydrant Elevation: 0 1t Static Pressure: 72.00 psi Test Flow Rate: 1210.00 gpm Test Residual Pressure: 68.00 psi Calculated System Flow Rate: 275.14 gpm Calculated Inflow Residual Pressure: 62.70 psi Available Inflow Residual Pressure: 71.74 psi Calculation Mode: Demand HMD Minimum Residual Pressure: 7.00 psi Minimum Desired Flow Density: Number Of Active Nodes: 42 Number Of Active Pipes: 41 Number Of Inactive Pipes: Number Of Active Sprinklers: 8 Number Of Inactive Sprinklers: 0.10 gpm/fl' 0 0 Active Version 200 Pipe Capacity Monday, December 23, 2002 re Sprinkler Input Data Elite Sathvare DevelopmeN, Inc. Herten Medical Office Addition Node No. Node Description Area Group _I .-_ Sprinkler 2 - Non -Sprinkler 3 Non -Sprinkler 4 Sprinkler 5 _ _ Non -Sprinkler 6 Sprinkler 7 Non -Sprinkler 8 Sprinkler 9 _ _ _ _ NonSpnnkler 10 Sprinkler Sprinkler Pressure 1V11e m-oP1111nie' KFactor (K) Estimate (psi) Elevation Discharge pm _ 5,60 10.44 9.00 0.00 N/A 10.60 11.00 0.00 _ - N/A 11.84 11.00 0.00_ _ _5.60 11.96 9.00 0.00 N/A 12.83 11.00_ 0.00 5.60 12.90 9.00 0.00 N/A 17.01 1250 0.00 5.60 17.26 9.00 0.00 _ N/A _ 21.54_ 12.50 0.00 5.60 21.50 9.00 0.00 11 _Non-Spdnkler_ N/A 15.69 11.00 0.00 12 Sprinkler 5.60 15.60 9.00 0.00 13. _ _ _ Non -Sprinkler N/A 16.65 11.00 0.00 14 Sprinkler 5.60 16.51 9.00 0.00 15 _ Non -Sp inkier_ N/A 17.78 11.00 0.00 16 Sprinkler 5.60 17.58 9.00 0.00 20 ...... Non -Sprinkler N/A 10.150 11.00 0.00 23 Non -Sprinkler N/A 11.69 11.00 0.00 24 Non -Sprinkler _ N/A �^ 12.24 11.00 0.00 25 Non -Sprinkler _ N/A --- - 13.71 11.00 0.00 _--_ 26 Non Sprinkler_ E�jG. • 't'j N/A 32.87 10.50 0.00_ ,T 27 Non Sprinkler_ �'S N/A 32.87 10_50 0.00 _ �.ro__ __-- - _ 28 Non Sprinkler; ., ..-� N/A 15.69 11.00 0.00 29 Non -Sprinkler N/A 16.36 11.00 0.00 30 Non -Sprinkler N/A 16.95 11.00 0.00 31 _ Non -Sprinkler N/A 18.99 11.00 0.00 200 Pipe Capacity Monday, December 23, 2002 Active Version r Ellie Software Development, Inc. Herten Medical Office Addition Page Fire Sprinkler Input Data Node No. Node Description Area Group Sprinkler Pressure Node Elevation Non -Sprinkler Discharge KFactor (K) Estimate (psi) _ _ feet �9Pm). 32 - Non -Sprinkler _- N/A 22.88 13.50 _ 0.00 33 Non -Sprinkler_ - - N/A 25.90 13.50 0.00 100 Non -Sprinkler_- N/A 28.31 13.50 0.00 101 _ Non -Sprinkler_ ... - N/A 31.55 10.00 0.00 102 Non-S nrWer_ _ _ _ N/A - 27.05 12.50_ _ 0.00_ 103 Non-Spnnkler N/A 31.75 10.00 0.00 104 Non -Sprinkler__ _ N/A 32.87 10.50 0.00 105 Non -Sprinkler_ ____ N/A 33.08 10.00 0.00 106_ _ Non-SDrinkler __ - -_ N/A 34,54 10.00 _ 0.00 107 Non -Sprinkler _ _ - _ N/A -_ _. 46.21 10.00 0.00 108 Non -Sprinkler _- N/A 51.69 0.00 0.00 109 _-_ Non -Sprinkler _ __. N/A 52.55 0.00 _0.00 110_ _ Non -Sprinkler _ __N/A- 59.55 0.00 0.00 111 __ NanSprinkler _-_ _ _- N/A 62.29 -6.00 0.00 125 Non -Sprinkler __- _ _ _ N/A 62.65 -6.00100.00 150 Non -Sprinkler _ N/A 62.70 -6.00 0.00 Active Version 200 Pipe Capacity Monday, December 23, 2002 Fire Sprinkler Output Data Nom. Dia. PF-(psi) Reg. Nodal Residual D (gpm) F. L.Ift Pipe -Len. End. Elevation Discharge KFactor Pressure Inside Dia. Velocity (psi/ft) Fit -Len. PE -(psi) Node feet (feet) (gpm) (K) (psi) C-Value (fps) Fittings To[ -Len. PV{Psi) Te_Grp-_.._-._-�_ 1 5.60 9.00 18.09 10.44 1.00 18.09 0.09381 4.00 1.032 2 0.00 11.00 0.00 10.60 L080 6.34 ET 7.00 -0,866 DYNA THREAD S 40 -- )_ 120 0 11.00 0.015 20 TOO 11,00 0.00 10.60 1.00 0.00 0.00000 1.42 0.000 2 0.00 11.00 0,00 10.60 1.080 0.00 --- 0.00 0.000 DYNA THREAD (S 40) 120 0 1.42 0.000 23 0.00 11.00 0.00 11.69 1.25 18.09 0.02579 6.00 0.155 3 0.00 11.00 0.00 11.84 1.408 3.73 ---- 0.00 0.000 DYNA THREAD (S 40) 120 0 6.00 0.005 4 5.60 9.00 19.37 11.96 1.00 19.37 OA0643 2.00 0.745 3 0.00 11,00 0.00 11.84 1.080 6.78 T 5.00 -0.866 .DYNA THREAD (S 40) 120 0 7.00 0.016 24 0.00 11.00 0.00 12.24 1.25 37.46 0.09913 6.00 0.595 5 0.00 11.00 0.00 12.83 1.408 7.72 ---- 0.00 0.000 DYNA THREADS 40) 120 0. 6.00 0.011 6 5.60 9.00 20A1 12.90 1.00 20.11 0.11412 2.00 0.799 5 0.00 11.00 0.00 12.83 1.080 7.04 T 5.00 -0.866 DYNA THREAD (S 40) 120 0 7.00 0.017 25 0.00 11.00 0.00 13.71 1.25 57.57 0,21954 12.00 3.952 7 0.00 12.50 0.00 17,01 T408 11.86 2E 6.00 -0.650 DYNA THREAD S 40 120 0 18.00 0.016 8 5.60 9.00 23.27 17.26 1.00 23.26 0.14939 3.50 1.270 7 0.00 12.50 0.00 17.01 1.080 8.15 T 5.00 -1,516 DYNA THREAD LS40L _ _. 7 0.00 12.50 0.00 9 0.00 12.50 0.00 DYNA THREAD (S 40) 10 5.60 9.00 25.97 9 0.00 12.50 0.00 120 8.50 0.019 _ _- _0 17.01 1.25 80.85 0.41152 11.00 4.527 21.54 1.408 16,66 ---- 0.00 0.000 120 0 11.00 0.023 5Q_, -...-. "0- _. ' 2"6 0.18309 54 1.080 9.99 T 120 1 0 28 0.00 11.00 0.00 15.69,'r..'•: 1.Off 0.00 0.00000 11 0.00 11.00 0.00 15.69 1.080 ,,�.�10.00 2E DYNA THREAD S( 40) t '':1�20' 0 _ _ _�s py� " ~ 12 5.60 9.00 22.12 T9.6 1.00 22.11 0.13606 11 0.00 11.00 0.00 15.69 1,080 7.74 T DYNA THREAD (S 40) 120 0 29 0.00 11.00 0.00 16.36 1.25 22.11 0.03739 13 0.00 11.00 0.00 16.65 1.408 4.56 --- DYNA THREADLS 40L 120 0 3.50 1.556 5.00 A.516 8.50 0.021 4.00 0.000 4.00 0.000 &00 0.000 2.00 0.952 5.00 -0.866 7.83 0.293 0.00 0.000 7.83 0.006 Active Version 200 Pipe Capacity Monday, December 23, 2002 Elite rteffwzre Development, Inc. Herten Medical Office Addition ____... __... Page Fire Sprinkler Output Data Reg. Nodal Residual Elevation Discharge End. KFacior Nom. Dia. Q (gpm) Inside Dia. F. L./ft (psi/fl) Pipe -Len. Fit -Len. PF-(psi) Pressure Node (K) (feet) (gpm) (Psi) Velocity C-Value Fittings Tot -Len. PE -(psi) (fPs)._T1'>�P__._--�_ PV (psi) 14 5.60 9.00 22.76 16.51 1.00 22.76 0.14344 2.00 1.004 13 0.00 11.00 0.00 16.65 1.080 7.97 T 5.00 -0.866 __ DYNA THREAD (S 4Ctt__ 120 0 7.00 0.019 30 0.00 11.00 0.00 16.95 1.25 44.87 0.13845 6.00 0.831 15 0.00 11.00 0.00 17.78 1.408 9.25 ----- 0.00 0.000 DYNA THREAD S 40 120 0 6.00 0.013 16 5.60 9.00 23.48 17.58 1.00 23.48 0.15202 2.00 1.064 15 0.00 11.00 0.00 17.78 1.080 8.22 T 5.00 -0.866 DYNATHREAD 540 120 0 7.00 0.019 2 0.00 11.00 0.00 10.60 1.00 18.07 0.09360 7.58 1.084 23 0.00 11.00 0.00 11.69 1.080 6.33 2E 4.00 0.000 DYNA THREAD S 40 120 0 11.58 0.015 3 0.00 11.00 0.00 11.84 1.25 37.46 0.09913 4.00 0.397 24 0.00 11.00 0.00 12.24 1.408 7.72 --- 0.00 0.000 DYNA THREAD (S 40) 120 0 4.00 0.011 5 0.00 11.00 0.00 12.83 1.25 57.57 0.21954 4.00 0.878 25 0.00 11.00 0.00 13.71 1.408 11.86 ----- 0.00 0.000 DYNA THREADS 40, __ 120 0 4.00 0.016 26 0.00 10.50 0.00 32.87 1.00 0.00 0.00000 10.00 (1 27 0.00 10.50 0.00 32.87 1.080 0.00 ----- 0.00 0.000 _ DYNA THREADS 10L_ 120 0 10.00 0.000 11 0.00 11.00 0.00 15.69 1.00 22.11 0.13606 4.92 0.669 29 0.00 11.00 0.00 16.36 1.080 7.75 ---- 0.00 0.000 DYNA THREAD IS 40) 120 0 4.92 0.018 13 0.00 11.00 0.00 16.65 1.25 44.87 0,13845 2.17 0.300 30 0.00 11.00 0.00 16.95 1.408 9.25 ---- 0.00 0.000 DYNA THREAD (S 40L _. 120 0 2.17 0.013 15 0.00 11.00 0.00 17.78 1.25 ¢8.33 0.30146 4.00 1.206 31 0.00 11.00 0.00 _ 18.9?3 o 1.408 14.0T ? ---- 0.00 0.000 DYNA THREAD (S 40) 11' . ' 0 4.00 0,020 31 0.'0 11.00 0.00 18.99 !'. `M.2,5J. . ;';$8.35 0.30163 10.50 4.977 32 0.00 13.50 0.00 22.88 1.4�0gn8 14.08 2E 5.00 -1.083 DYNA THREAD (S 40) Ill, C,19^S �'j.." "I>1 0 16,50 0.020 32 0.00 13,50 0.00 22.9 °.r lil `1''. 5 '- 68 TO 0.30163 10.00 3.016 33 0.00 13.50 0.00 25.90 1.408 14.08 ---- 0,00 0.000 DYNA THREAD (S 40) 120 0 10.00 0.020 33 0.00 13.50 0.00 25.90 1.25 68-35 0.30163 2.00 2.413 100 0.00 13.50 0.00 28.31 1.408 14.08 T 6.00 0.000 Active Version 200 Pipe Capacity Monday, December 23, 2002 Fire Data �...�.t Elite Software Development Inc. Herten Medical Office Addition Page 7 Beg. Nodal Nom. Dia. Residual O (gpm) F. L./ft Pipe -Len. PF-(psi) End. Elevation Discharge KFactor Inside Dia. Pressure Velocity (psi/ft) Fit -Len. PE -(psi) Node (feet) (gpm) (K) (psi) C-Value (fps) Fittings Tot -Len. PV-(psi) .Type -Grp {ft�- DYNA THREAD (S 40) 120 0 8.00 0.020 100 0.00 13.50 0-00 28.31 1.50 68.35 0.14393 4.00 1.727 101 0.00 10.00 0.00 31.55 1.639 10.39 T 8.00 1,516 DYNA THREAD_L"D_ 120 0 12.00 0.011 9 0.00 12.50 0.00 21.54 1.25 106.79 0.68870 2.00 5.510 102 0.00 12.50 0.00 27.05 1.408 22.01 T 6.00 0.000 DYNA THREAD {S 40) _ _ 120 0 8.00 0.031 101 0.00 10,00 0.00 3L55 2.00 68.35 0.04265 4.50 0.192 103 0.00 10.00 0,00 31,75 2.104 6.31 -- 0.00 0.000 DYNA THREAD (S 40) _ - 120 0 4.50 0.004 102 0.00 12.50 0.00 27.05 1.50 106.77 0.32852 3.00 3.614 103 0.00 10.00 0.00 31.75 1.639 16.24 T 8.00 1.083 DYNA THREAD (S 40) 120 0 11.00 0.017 27 0.00 10.50 0.00 32.87 1.25 0.00 0.00000 2.00 0.000 104 0.00 10.50 0.00 32.87 1.408 0.00 T 6.00 0.000 DYNA THREAD S 40 120 0 8.00 0.000 103 0.00 10.00 0.00 31.75 2.00 175.14 0.24322 5.50 1.338 105 0.00 10.00 0.00 33.08 2.104 16A6 ----- 0.00 0.000 _ DYNA THREAD (SAO) 120 0 5.50 0,010 104 0.00 10.50 0.00 32.87 1.50 0.00 0.00000 1.00 0.000 105 0.00 10.00 0.00 33.08 1.639 0.00 T 8.00 0.217 DYNA THREAD S 40 120 0 9.00 0.000 105 0.00 10.00 0.00 33.08 2.00 175.15 0.24324 1-00 1.459 106 0.00 10.00 0.00 34.54 2.104 16.16 E 5.00 0.000 DYNA THREAD (S 40) 120 0 6.00 0.010 106 0.00 10.00 0.00 34.54 2.00 175.14 0,19443 45.00 11,666 107 0.00 iG.00 0.00 46.21 2.203 14.74 3E 15.00 0.000 ___ _- DYNA FLOW (S 10) 120 0 60.00 0.008 107 0.00 10.00 0.00 4 5. - 2-50" ' 17"tr +, 0.07180 10.00 1 A 49 108 0.00 0.00 0,00 5f o .. 2.703 379 '. E 6.00 4.330 DYNA FLOW S 101 j'`1-• 120 """' 0 16.00 0.004 108 0.00 0.00 0.00 51.69 1 i� 12.50 co. 1175.14 0.07180 6.00 0.862 109 0.00 0.00 0.00 52.55 2303-.,, 9,(79 E 6.00 0.000 DYNA FLOW (S.10) I. ` 120 0 12.00 0.004 6ackflo 109 0.00 Prev 52.55 175,17 110 7.00 psi 0.00 59.55 16.75 Active Version 200 Pipe Capacity Monday, December 23, 2002 t Elite Software Development. Inc. Herten Medical Office Addition Page 8 Fire Sprinkler Output Data Beg. End. Nodal Elevation Discharge 9 O (gpm) PF-(psi) Residual Nom. Dia. Inside Dia. F. L./ft (Psi/ft) Pipe -Len. Flt-Len. Node KFactor (feet) (gpm) (K) Pressure C-Value Velocity Fittings Tot -Len. PE -(psi) (P50 (fps) Type -Grp PV-(Psi) 110 0.00 0.00 0.00 59.55 4.00 175.14 0.01073 6,00 0.141 111 0.00 -6.00 0.00 62.29 4.280 3.91 E 7.10 2.598 DUCTILE RON 250 100 0 13A0 0.001 111 0.00 -6.00 0.00 62.29 4.00 175.14 0.00646 22.00 0.357 125 0.00 -6.00 0.00 62.65 4.072 4.31 TG 33.20 0.000 PVC, CLASS 200 125 0.00 -6.00 0.00 62.65 150 0.00 -6.00 0.00 62.70 CAST IRON, CLS 250 10.00 275.14 0.00036 150.00 0.054 10.220 1.08 ---- 0.00 0.000 100 0 150.00 0.000 Active Version 200 Pipe Capacity Monday, December 23, 2002 Elite Software Development, Inc. Herten Medical Office Addition Fire Sprinkler -Output -Data Flowing Area Group Sprinkler Sprinkler Residual Flowing Area g Flowing Sprinkler SprinkleNode Code KFactor(K) Elevation Pressure 1ft') Density Discharge No. (feet).- __. (Psi). Pm/ft' (gpml __ .. _.. - 5.60 9.00 10.44 150.00 0.121 18.09 Sub Totals For Non -Group- - _.- -_---._ 150.00 0.121 _ 18.09 4 _. --_- _ 5.60 9.00 11.96 150.00 0.129 19.37 Sub Totals For Non -Group . _ _- _- _-- -_..-.-__. 150.00 0.129 19.37 _ 6 5.60 9.00 12.90 125.00 0.161 20.11 Sub Totals For Non -Group - _ 125.00 _ 0.161 20.11 8 5.60 9.00 17.26 54.00 0.431 23.27 Sub Totals For Non -Group 54.00 0.431 23.27 __10 - _ 5.60 9.00 21.50 63.00 0.412 25.97 Sub Totals For Non -Group -_- _ 63.00 0.412_ _.. _ 25.97 _ 12 _ 5.60 9.00 15.60 221,20 0.100 22.12 Sub Totals For Non -Group - _ _ 22120 0A00 __ 22.12 _ 14 _ 5.6.0 9.00 16.51 221.20 0.103 22.76 Sub Totals For Non -Group_-- - _-- __ 221.20 0.103 _ _ 22.76 16 5.60 9.00 17.58 110.00 0.213 23.48 Sub Totals For Non -Group _ - 110.00 0.213 23.48 1094.40 Totals For All Groups 0.213 175.17 I Active Version Me Pipe Capacity Monday, December 23, 2002 Elite Sow re Development, Inc. 4 Herten Medical Office Addition G.xw�:,- ..,.. ;..r.. ,.e..�,......n. ,....,.......�.,.� ._.-. _._. Page 10 Output Summary HMD Sprinkler Node Number: 1 HMD Actual Residual Pressure: 10A4 psi HMD Actual GPM: 22.12 gpm Sprinkler System Type: WET Specified Area Of Application: 1500.00 W Minimum Desired Density: 0A00 gpm/W Application Average Density: 0.117 gpm/ft' Application Average Area Per Sprinkler: 187.50 fl' Sprinkler Flow: 175.17 gpm Average Sprinkler Flow: 21.90 gpm Maximum Flow Velocity ( In Pipe 9 - 102 ) 22.01 ft/sec Maximum Velocity Pressure ( In Pipe 9 - 102) 0.03 psi Allowable Maximum Nodal Pressure Imbalance: 0.0100 psi Actual Maximum Nodal Pressure Imbalance: 0.0094 psi Actual Average Nodal Pressure Imbalance: 0.0035 psi Actual Maximum Nodal Flow Imbalance: 0.0284 gpm Actual Average Nodal Flow Imbalance: 0.0066 gpm Number Of Unique Pipe Sections: 41 Number Of Flowing Sprinklers: 8 Sprinkler Flow: 175.17 gpm Non -Sprinkler Flow: 100.00 gpm Total System Demand Flow: 275.17 gpm Minimum Required Residual Pressure At System Inflow Node: 62.70 P si Demand Flow At System Inflow Node: 275.14 gpm Active version 200 Pipe Capacity Monday, December 23, 2002 Fire Sprinkler Output Data e... Site software Development, Inc. Herten Medical Office Addition Page 11 ,00 12 ]e 60 $p III 40 t 20 ,0 0 2 4 0 10 12 14 16 1H 20 Flowrate(x100) gpm Adjusted Hydrant Data Static Pressure: 72 psi Test Residual Pressure: 68 psi Test Flow Rate: 1210 gpm Demand Point Data Calculated Residual Pressure:: 62.70 psi Calculated Flow Rate: 275.14 gpm Excess Available Inflow Residual Pressure: 9.04 psi a J Active Verson 200 Pipe Capacity Monday, December 23, 2002 1 . L EXISTING OF EXISTING LANDSCAPE (TVP.) EXISTING SIDEWALK TO REMAIN EXIST ING DRIVE APPROACH TO REMAIN --- NEW 4'-6" WIDE SIDEWALK, CAST CONCRETE, OR INTERLOCKING CONC. PAVERS. (MAX_ 2%) --- 6" WIDE TRANSIT ION STRIP �0 . . , , 5 . . 10 HERTEN MEDICAL BUILDING ADDITION 15 SANTA ROSA STREET NEW PAVING M R l CITY OF N U JIS C A REVI / S? S`OP��OWN1po_ PARTIAL D 0,O 1 -c "V / / / / / .U� 0' 1' 2' 3' 4' 5' N HERTEN MEDICAL BUILDING ADDITION 15 SANTA ROSA STREET RACKFLOW PREVEMER ��©®\1i 1 v ,lUN 2, � 2'Ofl3 0 (lN N gU1LDIP+�? r�pp GTV' OF SAtJ I�LII� DD p AS REVISED EXISTING WATER METER ADDITION EXISTING C �o� k.\Y v - (- PROPOSED LANDSCAPE WATER METER N HERTEN MEDICAL BUILDING ADDITION 15 SANTA ROSA STREET