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TT (99-0169)52510 Avenida Madero 99-169 14:_111 P.O. DOX IUV't 78-495 CALLS* TAMPICO LA,::.QU*INTA, CALIFORNIA 92253 (7 6 0) 777-7000 (TDD) (760) 777-1227 October 13, 1999 t CIT -Y oi- A' Mr. Al Williams OCT I Santo Domingo Drive RECD BUILD Rancho Mirage, California 92270 SUBJECT: MINOR USE PERMIT 99-169 Dear Mr. Williams: The Community Development Department has approved yourre u gest ovary Construction trailer (8' by,26') during construction of a -new house, 2-510 Avenida Madero, bj 6ct to the following conditions:.. 1. 'Obtain a building perm*t for the trailer., 2. Provide restroom facilities to accommodate on-site construction workers. 3. Mounted on the exterior of the trailer close'to the front door. shall be a written notice providing emergency personnel your 24-hour. emergency phone number they can call in case problems arise that need your prompt attention (i.e., minimum V' high letters). 4. Install one 2AlOBC fire extinguisher inside the trailer by the -front exit'door. 5. No temporary signs are permitted unless separately approved by this Depailment. 6. Removal of the temporary trailer, is required on April 13, - 2000, unless a time extension is applied for and granted by this Department. The Community Development Director may extend the permit for another six-month period if construction activities are still Occurring. No fee is charged to extend this permit.. 7. Dust control measures shall be implemented to reduce and control blowing sand.-, 8. The City may elect to addConditions to this application request to mitigate any problems that arise not previously addressed herein. MUP99-169-37 +OM1 . _ ,. _ t ?. Y.r 4 .. ► ,, .,.. « i .. -.' .+'• , •f { , '-x ter. I I\ - rte' • t Y t.. • t • . Z . , BIDBrALK BOTTL • - i- ' 1244" BOXY - q LU to ol 0" SETBACK LIME if //• —1®1 i3•BIAGK YIALL AN r BOTTLE 24' BO lo 1 * ! ol sy.. BLOCK KALE . ' %' I Y P.O. Box 1504 .Ai'vD 78-495 CALLS TAMPICo (7.6 0) 77`!000o LA QUINTA, CALIFORNIA -92253 (TDD) (760) 777-1227 November 19, 1999 Mr. Al Williams 1 Santo Domingo Rancho Mirage, CA 92270 SUBJECT:' PARCEL MERGER 99-357; APN's 773-244-004 &.014 The Community Development Department has reviewed the above. referenced application, and provides this letter to advise you of its approval. Enclosed is a revised original grant deed (to be recorded) and Exhibit A, along with an approved copy: Also enclosed are approved Exhibits A, B, and Site Plan for this merger; these items and your new grant deed must be filed for recordation by Riverside County, along with a copy of your existing deeds to the property. A copy of the revised, recorded grant deed must be submitted to the Community Development Department prior to any final inspections for your home., currently under construction at 52510 Avenida Madero. Please be aware that, as the property owner, it is your responsibility to record these documents. . The City cannot file them for recordation on your behalf as we do not have any ownership interest in the property. The Riverside County Recorder's office. can be reached at 909-486-7000. Enclosed is a letter to the County Recorder verifying approval of the merger by .the City, and requesting its recordation. There are utility agencies which may have easements affected by this approval. The City has approved this merger based on zoning compliance and, correctness of the property descriptions. Any potential conflicts with recorded utility easements- should be investigated prior to , any construction. By execution of this approval, the applicant agrees to indemnify, defend, and hold harmless the City of La Quinta from any legal claim or litigation arising out of the City's approval of this parcel merger. If you have any questions, please contact me at 760-777-7069. Very truly yours, JERRY HERMAN COMMUNITY -DEVELOPMENT DIRECTOR Wallace Nesbit Associate Planner \ WN/wn encl. c: Greg. Butler,,. Building & Safety Department_' File; Parcel Merger 99-3.57 C AWrkgrp\Letters\mgr99357.wpd. RECORDING REQUESTED BY:" MAIL TAX STATEMENTS T0: SPACE ABOVE THIS LINE FOR RECORDER'S USE APN: 773-244-004, 773-244-014 GRANT'DEED THE UNDERSIGNED GRANTOR(S) DECLARES) DOCUMENTARY TRANSFER TAX IS $ ❑ Computed on full value of property conveyed, or ❑- - Computed on full -value less-value-of-liens=or encumbrances_remaining•-at-time of -sale. ❑ Unincorporated area ® City of La Quinta, AND FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledged,. Al Williams, an unmarried.man hereby GRANT(S) to AI Williams, an unmarried man the following. described real property in the County of Rivergide, State of California: SEE EXHIBIT "A ATTACHED FOR FULL LEGAL DESCRIPTION. This deed reflects Parcel Merger 99-357, as approved by the City of La Quinta. Dated Name Name Name. Name APPROVED BY COMMUNITY DEVELOPMENT DEPT. BY DATE /r i 919 9 EXHIBIT C--- 02 — CASE N0. Pw u `.N i os 9 9 - 35- (The s (The above area is for official notary seal'and/or acknowledgment. Attach, if space is limited) E)UVNT 'A' : PARCEL MERGER 99-357 LOTS 8AND 9 IN BLOCK 167 OF SANTA CARMELITA AT VALE IN' LA QUINTA, UNIT NO.'.17 AS PER MAP RECORDED IN800K 19, PAGES .19 THROUGH 20 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 9; THENCE S 89°5700" E ALONG THE NORTHERLY LINE OF SAID LOT_. 9 A. DISTANCE OF 100.00 FEET; r : THENCE S 00003'00" W A DISTANCE OF 100.00 FEET; THENCE N 89°5700" W ALONG THE SOUTHERLY LINE OF SAID LOT , 8 A DISTANCE OF 86.31 FEET; THENCE S 50°38'30" W A DISTANCE OF 60.00 FEET TO A POINT ON THE 'SOUTHWESTERLY RIGHT OF WAY LINE 'OF AVENIDA MONTEZUMA THENCE N-39°21-30" W ALONG SAID RIGHT OF WAY LINE A DISTANCE OF 58.29 FEET TO THE INTERSECTION OF THE AVENIDA MADERO RIGHT OF WAY LINE; , THENCE EASTERLY, NORTHEASTERLY AND NORTHERLY ALONG A CURVE .HAVING A RADIUS OF 49.57 FEET THROUGH AN ANGLE OF 1.11003"27" AN ARC LENGTH OF 96.08 FEET. (THE BEGINNING RADIAL BEARS N 23°50'29"E); THENCE N 00003'00" E ALONG THE WESTERLY LINE OF SAID LOT 9 A DISTANCE' OF 50.00 FEET TO THE P61NT OF BEGINNING. APPROVED BY COMMUNITY DEVELOPMENT DEPT BY t DATf EXHIBIT L EG+t GScil.. n r CASE NO. i'a" c . /ezc-cam 99-3r7 Recording Requested By: :City of La .Qui.nta ' - --- When Recorded, Return TD: La Quints Planning and Development Department ' P.O. Box 1504 '. La Quinta. CA .92253 . t5o Fee, 6103 Government Code Benefit of La Quinta Community Develormient Department EXHIBIT -A. CERTIFICATE OF PARCELAERGER N0.92 -- — - - ---- --- --- Record Owners -- Existing Parcels - Assessor Parcel Numbers Al Flit ] iaTs . 773-2444)04 u u 773-244-014 Legal Description of Merged Parcel LOTS 8 AND 9 IN BLOCK 167 OF SANTA CARMELITA AT VALE IN LA QUINTA, UNIT NO. 17 AS PER MAP RECORDED IN BOOK 19, PAGES 19 THROUGH 20 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID. COUNTY, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 9; THENCE S 89°5700" E ALONG THE NORTHERLY LINE OF SAID LOT ` 9 A DISTANCE OF 100.00 FEET; THENCE S 00°03'00" W A DISTANCE OF 100.00 FEET; THENCE N 89°57'00" W ALONG THE SOUTHERLY LINE OF SAID LOT 8 A DISTANCE OF 86.31 FEET;. THENCE S 50°38'30" W A DISTANCE OF 60.00 FEET TO A POINT ON THE SOUTHWESTERLY RIGHT OF. WAY LINE OF AVENIDA MONTEZUMA THENCE N 39°21'30"' W ALONG SAID RIGHT OF WAY LINE A DISTANCE OF 58.29 FEET TO THE INTERSECTION OF THE AVENIDA MADERO RIGHT OF WAY LINE; THENCE EASTERLY, NORTHEASTERLY AND NORTHERLY ALONG A CURVE . HAVING A RADIUS OF 49.57 FEET THROUGH AN ANGLE OF 111003'27". AN ARC LENGTH OF. 96.08 FEET. (THE BEGINNING RADIAL BEARS N 23150'29"E); THENCE N 00003100" E ALONG THE WESTERLY LINE OF SAID LOT 9 A DISTANCE OF 50.00 FEET TO THE POINT OF BEGINNING. APPROVEM,COMMUNITY DEVELOPMENT.DEPT .. DATE BY; EXHIBIT CASE NO. 'p4" 99-3s1 Recording Requested By.. City of La Quinta When Recorded, Return Zb: La Quinta Planninx and _T: ""1)ev .op`ment epartmerit" ' '" • - -P.0. Box 1504 La Quinta. CA 92253 .............. ... No Fee, 6103 Government Code Benefit of La Quinta Community Development Department ' . EXHIBIT8 CERTIFICATE OF-PARCEL MERGER N00 cc Z, LO 0 Qo ga N w w N 89157'00"W 100.00 _ [ o 773- o' v m.o 5000 SF. 244-. o 30' 8' 004 00 Z ., OLD LOT LINE L o=iii°28'52° \ N 87°_12'58"W. (R) o F) • R=49.57 _ _ L=96.45/ Q m T=72.78 8 o O 773- m o 6652 SF 244 r _ 014 Z . N 89°57'00°W 86.31. Wi S MERGED PARCEL I BST hp° ro 9 BOUNDARY . • O DEPARTMENT USE ONLY Record Owner M/1. wiac.a+s This Certificate of Parcel Merger No. 9911-? is Address 5,*-" 00m j v .v /4,4c.no l'y4,. B '64 hereby approved.. - Map Prepared By c 9ZZ -to - BY Address s a Title Area/District /N/'1 Date It .I! 9 19 9 -ITE PLA.Nl*.,' *+ :, -CERTIFICATE •S OFPARCELMERGERN0.3S - II 0 cc W¢ o o Qo qo z (D _j 0a Vl (< n In // w W U I I x I 9O0 fj Y I ,. jq // N 89° 57' 00"W 100.00 _ I I I W ° •, f o i2 00. 773- o 00 - ! I Ln 5000 SF 244- In 004 o I 30 z • jl •1 +F - - - OLD L.O. LINE.- n=.111°03'27".o R=49.57. // • N B7° 12' 58 ° W (R) \ . L=96.08 o // M /I - \ T=72.' 20 ii / 773- to o. 6652 SF 244- 014 z CEF ° N 89 5 - OV ' 85.31 wl NI se j e 0 p MERGED PARCEL hp q BOUNDARY '. I 9tio 2dq N w Z, APPROVED BY COMMUNITY DEVELOPMENT- DEPT BY lv _ '- DATE- «119109 t EXHIBIT CASE NO. 4'• --cc IV ;,< 99-7r ... Record Owner Mr. Al Williams Address 1 San6o . , Map Prepared 8y a d 2 Christiansen Engineering Address 1-682 Country Club Drive,.•Suite T-2 , Palm Desert, CA. '92211. . Scale ill_ Assessors Parcel Na r ` 773-244-:004 &` 014 ` , 1 W",x•4/1999 12:29 760=3403728 GLS GROUP GARLAND, LL#AN & SEPTEEN GROUP Rte. .• LAM PLVeM43 i. a C 74.854 VELIE WAY SUITE 95 PALM DESERT, CA 92260 (160) 3403 528 PAGE 02 Deoember 10,1999 CITY 4F LA QUID A DEPT, Of BUR DING AND SAFETY 78-495 CALLS TAMPIC0 LA QUINTA, CA 92253 Pra)esi: Single Family Residetape . - 52-510 Avenida Madero , Re: Conversion of Shear Pawl - Header review. To Whom It May Coma, On this date I was called to the subject paged to perform stro0wrai observadons as foilm": • Item #1.- Conversion font plaW to struchaal shear panel constitutes an increase in load carrying capacity, attd is acceptable field altamge that meets my approval • Item 02,- Upon review of the calculations for header #3 (H3) I find the addition of the limited amount of We rooft not to be sufficie t to after the section already specified.; therefore the sped 1-314" X 1.313. microlam is sufficient for the small increase in load_ Please do not besitate. is watacting.me if you havo anyr fiuxher quastion&regardimg this matter or any otbm concern regarding the subject project. Please be advised that I wM be forwarding an original stamped and Copy immediately- :: a Sin: pp , w.0 Charles D. Garland, 0 E P. DATF v0.. ' 4 . t ' T. • . c . : a l f r E y .+5, r T1 GARLAND, LUJAN•& SEPTIEN- • , { z GROUP ARCHITECTURE 9 -.DESIGN -"-A } LAND PLANNING 74-854 VELIE WAY SUITE #5 Q PALM DESERT, CA 92260 _ (760) 340-3528 +, fes. •``-t , >. U (760) 340-3728 Fax . , - • ! . .._ .,} ' ';,L '. ``,s''. -!• lac,, ., r NOVEMBER 22, 1999 CITY OF LA QUINTA ' DEPT. OF BUILDING AND SAFETY - 78 -495 CALLE TAMPICO LA QUiNTA, CA 92253 Project: Single Family Residence -r77-52-'5 10 Avenida Madero Re: • - , - air .- :^ " To Whom It May Concern, On this date I was called to the subject projectto perform structural observations per UBC Requirements. Upon walking the.project and reviewing the record drawings supplied on-site, I am, by this letter, certifying„ . that the construction is'in substantial conformance with the design structural documents and -is "ready to wrap>, Please do not hesitate in contacting me if you have any further, questions regarding this matter or any other " concern regarding the subject project. Q AR Sincerely No. 11991 n * . ` ► +{. • '°g EXP. DA(- Chadds D. Garland, Architect - Ju 'v. . ` i '' ` " • +. CHARLES D. GARLAND ""' Architecture, Interiors, Space and Land Planning Structural Calculations - V Cit• GI. q - , of IOU1LD104SAFC-T-Y LA K^TY-\ CAI IV- .112, ZZ5 3 01 L r2- st DCNCF' dor i _MAR. fit✓ W 1LLi/ N S . - . - ' LA OU0 NTA, 61A -CMzG3 F r —Cvt cess CALC C7 WANT WoGC-1141 ( 40\l1 fo f- CoP\/ ce .Tint Y= T 5 CPQ LCV LiN i t o Vit - 'C rL iPAt2. f:- O Gy cOAY\?P N'Y O F O AN N t C . GAlrl ('o 't. vel to FOYL T1r-lt- ' (moi J N,o 'T 6 ArSoVG . ro(L 11-k 1 Pd .2. : lt►=wini AM _ r t 9-N* ,5 S TlAW cru a -p, G LGU'I,ATt0rq . ► C Ifi IC 'C rtt- CYLU S Lcc1l 7'ro r3 1 nt SP 0 P-e6'TAN-T 1 ^U c-6. N ro aA/\ cAl-C U UAMONS; . P (-z T/'\t L 5 .P WO AC c f P'TAq. r 1z -ori. •-C,0 rWi:, r*W c.'Ct o 1`t Ad MAR ,.. ; Z ;y $w' C-1 33-163 Cathedral Canyon Drive - Cathedral City, CA 92234 - Phone: (760)324-7146 - Fax: (760) 770-9956, Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: .t Jr (G/s6 PAGE: Cathedral City, CA 92234 / Structural Calculations For: FTC& -'C)a ARCy,P c I -c -y 0E- L.A Q0 tNTIN 1:>'t -=VT, ©F- (" U tLVM K Ct e;^ K- Ty zQ 1 v rl$ -4ya CA LLr= -CAMPS c.D Ldp Q -U r l'tPti e, N -, L'G ro3 kc) o E uw AL wiLLtA s St^IGLC ( AMI L -y yi.f---s►0 rMCF- 00 f= : ST 1cT y .P c A v .lFt cPrt c.A G 2 `rel j oy\ 1 T Iv AY Cc)% C f VL N -n-, eqwJ z s SUPF -t V4Tr res 6YL AN o L , P Sv; 'i l T 'Y Lt_P• -lC''( ►= N'cs Stzi oYFvL I •q t.Ap'\ tr c o e l✓ n - o -c F✓z. . K. SPI ODF V16oC vt.d r N K4 Sa ntLi -Cyz-1*,o-rA\(L-t T • - _ • =7W v (. Fv=2(vSp ; 3D• S t v►3 L.SL dpi 9 H t o p, q IV► L AML= 32,q lu • .. • u 1 " ' _" o _ 0 C> J . .' t•..++.tie'-7 +G .. ..._...r• '. e .a _ ......• i • Y j • o • Charles D. Garland, Architect 33-163 CAthedral Canyon Drive. Cathedral City, CA 92234 - _ Page: date: STRUCTURAL CALCULATIONS FOR: _, < < I p N C TD 1 VAY1, %l u LL lA A. s LON 0* 1 KI s1:0,P1'e-6 OL 71,71, T Imo© ASI . - • - r Lo vy c, - g <<L7-L)P. cOMYo r/l0 o f •_ r o k--111 Vqoco M ANS l.. , CO I-0 M' (A 20.0 pS, " -Cb-C - %[ Ab 0-„, ,o LIVE- Lo: P\0 ICP -71A /12 P5 LIV!`' WAo” AR ;ttc. v a,1. N C44-Rssr- s I 3 I co ` •` ® ` `'' C11 91CL ® •0 0 5 h\& @ I Charles D: Garland, Architect 4 4 33-163 CAthedral Canyon Drive Cathedral City, CA 92234 page: 2 STRUCTURAL CALCULATIONS FOR: P date 1(, A 1m q L -ALV loop C'Do 0as _ 512E/( -ISE TAV2uL 7Ag "CAS eno iF K - )t,1'. ,csu -T .ruL-r' m sot-? F„ . Fer: r-Ac )(1o . — loo& Lb100 # X 13Ms Knn.. loon CIG III cF, x10 1100 . 1. Xao i .co xi _ 'Y, 160 x 1'0.S7_ =1000 I,jc `CF 1000 lax to 2, Coo PS d 10 PIC Charles D. Garland, Architect 33-163 CAthedral Canyon Drive ' Cathedral City, CA 92234 / page: date: STRUCTURAL CALCULATIONS FOR: C . . Com• t C4 . ` '' ; ' 2 p 5 2 / n r cc"r i .. CON CKV1 r L. r ^ .70) LTJ IN61 o al FrL l J A 1 Roof Beam[ 94 UBC (91 NDS) I StruCalc 4.06 ' ` BY: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILLIAMS - Location: B1 Summary: r 3.50 IN x 7.25 IN x 5.0 FT / #1 - DOUGLAS FIR-LARCH -. Dry Use Section Adequate By: 97.3% Controlling Factor: Area / Depth Required'4.61 In Deflections: ; Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN = U3665 Total Load: n Reactions (Each End): TLD= 0.04 IN = U1631 Live Load:RL= Dead Load: - 550 LB Total Load: RD= RT= 685 1235 LB LB Bearing Length Regd.: BL= 0.56 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT • Pitch Of Roof., RP= 0.02 :12, Live Load Deflect. Criteria: - L/ 240 Total Load Deflect. Criteria: L/ 180 Beam Loading: Live Load: LL=20 PSF Roof Loaded Area: RLA= 55 SF Roof Live Load Method: 1 =t Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 1.0 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 10.0. FT, Roof Duration Factor: Cd= ' 1.15 Wall Load: WALL= 48 PLF Slope Adjusted Lengths and Loads: . Adiusted Beam Length: Ladi= 5.0 FT Beam Live Load W/ Slope Red'n: ' ; F wL= 220 PLF Beam Self Weight: BSW= 6 -,PLF Beam Total Dead toad: wD= 274 PLF Total Mapmum Load:. WT= 494. PLF Controlling Total Design Load: wTcont= 494 PLF Properties For: #1- DOUGLAS FIR-LARCH Bending Stress: Fb= 1000 PSI . Shear Stress: Fv— 95 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties:, ' Fb' (Tension): , Fb'= 1495 PSI Adjustment'Factors: Cd=1.15 Cf--1.30 FV: Fv'= ,• 109. PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 1544 FT-LB Shear (A d from beam end): V= 937 LB Comparisons With Required Sections: Section Modulus: Sreq= 12.4 IN3 ^ - Area: S= Areq= 30.6 12.9 IN3 IN2 Moment of Inertia: A= Ireq= 25.3 12.3 IN2 IN4 - 1= 111.1 IN4 v L, F Roof Beamf 94 UBC (91 NDS) i StruCalc 4.06 ` air Charles D. Garland, Architect, Charles D. Gariand, Architect on: 08-24-1999 , Proiect: WILLIAMS - Location: H1 Summary: 5.50 IN x 7.50 IN x 6.0 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 50,5% Controlling Factor: Area/ Depth Required 5.68 In' Deflections. , Dead Load: DLD= 0.04 IN Live Ladd: LLD= 0.04 IN = L12010 Total Load: TLD= 0,07 IN = U1016 Reactions (Each End): Live Load: RL= 1140' LB Dead Load: RD= 1116 L5 Total Load: RT= 2256 LB Bearing Length Reqd.: BL= 0.66 IN Beam Data: Span: L= 6.0 FT' Ma)amum Unbraced Span: Lu= 6.0 FT Pitch Of Roof: RP=' 0.02 :12 Live-toad Deflect. Criteria: Ld' 240 , Total Load Deflect. Criteria: U -180 Beam Loading: Live Load: LL= 20 PSF Roof-Loaded Area: RLA= 114 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 14 'PSF Roof Rafter Tributary Width: TW1= 1.0 FT Side Two: Roof Dead Load: D12= 14, PSF Roof Rafter Tributary Width: TW2= 18.0 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL= 96 PLF Slope Adjusted Lenqths and Loads: . . . Adiusted Beam Length:,, " Ladj= 6.0 FT Beam Live. Load W/ Slope Red'n: wL= 380 PLF - Beam Self Weight BSW= 1D PLF i3eam Total Dead Load: ' . ' WD= 372 PLF Total Maximum Load: WT= 752 PLF Controlling Total Design Load: wTcont= 752 PLF Properties For: #1- DOUGLAS FIR-LARCH Bending Suess: - Fb= 120D PST Shear Stress: _ Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcj)erp= 625 PSI ` Adjusted Properties: FV (Tension): Fb'= 1375 PSI Adjustment Fadorw Cd=1.15 C1=1.00 Cf=1.00 Fv`: Fv'= 98 PSI Adiustment factors: Cd=1.15 Design Requirements: j Maximum Momer&.- M- 3384 FT-LD' Shear (A d from beam end): V= . 1786 LEI , ,Comparisons With Required Sections: Section Modulus: Sreq= 29.6 IN3 S=. 51.5 1113' Area: Areq= "27.5 IN2 ' A= 4.1:.2 IN2 Moment of inertia.-. _ Ireq= 34.3. IN4 , r I= 193.3 IN4 L, F i ,R Roof Beam f 94 UBC (91 NDS11. StruCalc 4.06 Br Chanes D. Galland, Archilea, Charles D. Gartand, Archited on: 06-24-IM Project: WILLIAMS - Location: N2 Summary: ' 5.50 IN. x.7.50 IN. x.7.25 FT / #1. - DOUGLAS FIR-LARCH.- Drat Use Section Adequate 13y: 37.8% .. Controlling Factor: Area l Depth Required 6.381n Deflections: Dead. Load " . DLD= 0-07' . IN. Live toad'LLD= 0;r 6 IN = tIi333 Total Load: TLO= 0.13 IN = L/666 Reactions (Each End):. _ • - Live Load:. RL= 1.1.60 LB Dead Coad RD= x ii96 La Load: RT= 2356 LB Bearing Length Regd.: BL= 0.69 IN Beam Data: , L= 7:25 FT Maximum Unbraced Span: - Lu= 7.25 FT , Pitch Of Roof:. RP= 0..02 :12 Lave toad De11ed: criteda; L/ 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: - LL= 20PSF Root Loaded Area: FLA= 116 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 0 PSF Roof Rafter Tributary Width: TW1= 0.0' FT Side Two: Root Dead toad: Dt2= 14 PSF Roof Rafter Tributary Width: TVV2= 18.0 . FT Roof Duration Factor- Cd= 1.15 Wall Load: - WALL= 96 PLF StopeAdjusted Lengths and toads: , Adjusted 13eam.Length: Lath= 7.25 FT Beam Live Load W/ Slope Red'n: wL= 320 PLF Beam Self Weight SSW= 10 PLF Beam Total Dead tCk?d: - wD= 3311 T'i F Total Maximum Load WT= 650 PLF Controlling Total Design Load: wTcont= ' 650 PLF Properties For: #1- DOUGLAS FIR-LARCH Bend!n9 $treW: Fi2 PSi Shear Stress: Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fe perp= 625 PSI Adjusted Properties: FV (Tion): Fb/= 1374 PSI Adjustment Factors: Cd=1.:1.5 CI=1,00 Cf=1,00 FV; Fv'= 98- PSI• Adjustment Factors: Cd=1.15 Design Requirements: ' Mwdmum Moment M_ 4271 FT-L$ Shear (ted from beam and): 1w LP Comparisons With Required Sections: Section Modulus:.. Sreq= . 37.3 IN3 S= 51.5 ' ?N3 ' Area: Aran= 30.0 IN2 _ ' A= 41.2 IN2 'Moment of lner0w. lreo= 52,3 TN4 l= 193.3 lN4• i ,R I T i • Cantilever Roof Beamf 94 UBC (91 NDS)1 StruCalc 4.06 7 By: Cnarles•'D. GarPand, Architect. Charles D. Gartand, Architect on: 06-24-V399 Pro"iea WILLIAMS - Locatlon: H3 Summary: ( 31 1.75 IN x 11.875 tN x 23.0 -FT / 1.,9E l icrotlam - TRUS 3 0-tST-MACMILLAM Section Adequate By: 101.5% Contro8lno. Factor: Section Modulus / Death Required 8.96 In ' .Laminations are to be fuUy connected to provide uniform transfer of loads to all members Deflections: Cant Tip 1 Live toad: LLD1= -8.13 tN CantTiq 1 Total Load: TLD1= -0.22 IN' Interior Span Live Load: LLD= 0.25 IN = U733 Interior Span Total Load: 1 Cant Tia 2 Uve Load: TLD= 0.44 tN = t/421 Cant Tip 2 Total Load: LLD2= TL02= -0.26 -0.36 IN IN End Reactions: F Leif End Total Load RgaQn&- Rimax= 0746 LB Fight End Total Load Rear ions=. R1.minx R2max= 0 8279 La LB Dead Load Uplift F.S.: - R2minm FS= 0 1.5 LB, Bearing Length Searino• Lenoth Rend.: Bearing Length Regd.: BL1= 1.71 IN _ Beam Data: BL2= 2.10 IN Sawn: _ • L= 15.5 FT Maxaaaum Unbraced Span: I_u= . 15.5 FT Pitch Of Roof: RP= 0.02 :12 Uve Load Wect, Cdterla-. L/ 24Q Tota( Laud Deflect Criteria Beam Loading: IJ 180: Live Load: Dead Load: LL= -16 PSF Beam Self Weloht; , DL= BSW= 14• 15- PSF PLF Roof Loaded Area: RLA= 389 SF Live Load Method: 1 , Cantilever End One: End Scan: FT Tributary Width:, , ; TWI= 18.0 FT Wall Loading WALL1= 80 PLF Po1nt Live Load; , PL1= 266 LO Point Dead Load:PQ1= 300. LB. Interior Span: Tributary Width% TW= 17.0 FT WaR Loading-. WALL= 80 PLF Cantilever. End Two: End Span: CS2= 5.D - Tributary Width: T 2= 16.0 FT Wall Loading; WAW2= 80 PLF Point Live. Load, PL2=, 128 L8 Point Dead Load: PD2 : 150 LB Beam Uniform Loading Summary: End One: Dead Load: wD1= 347 PLF End One: Live. Load: ►L1.= 288. PLF Interior Span: Dead Load. WD-- 333 PLF Interior Span: Live Load: wL= 272 PLF End Two: Dead Load: w02= 319 PLF End. Two.: live. Load: wL2= 256. PLF Properties For: 1.9E Microllam- TRUS JOIST -MACMILLAN Bendino Stress: Fb= 2600 PSI Shear Stress: n Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Per"pendic'u-1ir" to Grain: Fc_p erp= 750 PSI Adjusted Properti 4 Fb' (Tension): Fb'= 2922 PSI ` Adiustment Factors: Cd=1.15 C1=0.98 Cf --1.00 Fb' (Compression Face in Tension (End. til: Fb'l=.. 2984, PSI Adlustment Factors: Cd=1.15 CI=1.00 Cf --1.00 Fb' (Compression Face in Tension fEnd 21): Fb 2= 2973 PSI - Adjustment Factors: Cd=1.15 CI=0.99 Cf --1.00 FV: Fv'= ` 328 PSI AdiustmgntFagtors: Cd=1.15 Design Requirements: Maximum Moment: M= 14915' FT -LB 7.44 Ft. From Left_ Support: (End 1) Critical M created by combining all dead loads and w live loads, Maximum. Shear: i Page: 2 ' Cantilever Roof Beamr 94 UBC (91 NDS) T StruCalc 4.06 Sv; Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Project: WILLIAMS - Location: H3 At Interior Span Edge of Right Support (End 2) Critical V created by combining MI dead loads and P2, w and w2 live loads. Comparisons With Required Sections: Section. Modulus: Srea= 61.3 lN3 Area: S= Areq= 123.3 23.5 IN3 IN2 Moment of. Inertia; A= . IreQ= 62.3 313.6 IN2 IN4 1= 732.6 IN4 3 Cantilever Roof Beam[ 94 UBC (91 NDS) I StruCalc 4.06 1 Bv: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect WILLIAMS - Location: H4 'Summary: (3) 1.751N x 9.251N x,16.0 FT / 1.9E MicroDam = TRUS JOIST-MACMILLAN Section Adequate By: 72.7% . Controlling Factor. Moment of Inertia / Depth Required 7.72 In ' •Laminations are to be fully connected to provide uniform transfer of loads to .all members Deflections: Cant Tip 1 Live Load: LLD1= -0.16 'iN Cant Tip 1 Total Load: TLD1= -028 IN' Interior Span Live Load: LLD-- 0.27 1N = L1594 Interior Span Total Load: TLD= 0.52 1N = U311 End Reactions; ' Left End Total Load Reactions: R1max= 53W LB Right End Total Load Reactions: R1min= R2ma-x= 0 3258 LB LB , R2min= 0 LBpliftF.S.:. Dead Load,Uplift FS= 1.5 Bearing Length, Bearing Length,Regd.: BL1= 1.37 IN Bearing Length Regd.: BL2= 0.83 IN Beam Data: Span ' L= 13.5 FT Maximum Unbraced Span: Lu= 13.5 FT Pitch Of Roof: RP= 0.02 :12 Live Load Ceilect, 06teria: Total Load Deflect. Criteria: " Beam I-oading: LL// 80 Live Load: LL= 20 PSF Dead Load: ` DL= 14 PSF Beam Self Weighs BSW= 12 PLF Roof Loaded Area: RLA= 192 SF Live Load Method: 1 Cantilever End One: End Span: CS1= 2.5 'FT Tributary Width_:. TW1= 12.0 FT Wall Loading WALL1= 80 PLF ' Point Live Load; PL1= 256 LB Point Dead Load: PD1= 300 LB ' Interior Span: Trbutary Width: - TW= 12.0 FT Watt Loading WALL= 80 PLF Beam Uniform Loading Summary: ' End One: Dead Load: ' wD1= - 260 PLF" End One: Live Load: wLl= 240 PLF Interior Span: Dead Load. wD= 260 PLF Interior Span: Live Load: wL= - 240 PLF Properties For: 1.9E Microllam- TRUS JOIST-MACMILLAN - Sending Stress: Fp= 2600 P$l Shur Stress: Fv- 285 PSI Modulus of ElasuG`ty: E= 1900000 PSI Stress Perpendicular to Grain: '' Fc_erp= 750 PSI'. Adjusted Properties Fb' (Tension): FV= 3052 ' PSI Adlustnient Factors: Cd=1.15 C1=0.99 Cf--1.04 .Fb' (Compression Face in Tension.{End 1)): I Fb'l= 3090 PSI Adjustment Factors: Cd=1.15 C1=1.00 Cf--I.04 FV: Fv'='.. 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment: = M= 10619 FT-LB 6.981 Ft From Left Support (End 1) Critical M created by combining all dead loads and w live loads. Maximum Shear: V= 3592 LB At Interior Span Edge of Left Support (End 1) - Critical V created by combining all dead loads and P1, w and w1 live loads. Comparisons With Required Sections: , Section Modulus: Srec= 41.$ lN3 S= 74.8 IN3 Area: Areq= 16.5 IN2 A= 48.5 1N2 Moment of Inertia:. llm= 2005 [N4 1= 345.2 IN4 3 Charles D. Garland, Architect 33-163 Cathedral Canyon Dr. Cathedral City, CA 92234. Structural Calculations For: PAGE: k 0 \Iq l U, l Pw\"S DATE: (PAS -ALA c To Be D E 21yEQ FDS r✓ r t.ot DiNc,. T' rc zTk r co P , s10N i DJvsTM, n Zs 0,'000 Kc. ` 480 2 . _ 2c -000 - ' 14 14- LC—Ll8d Z 48vjF4: 100Uz , C 8 3 S MAX ALLOWABLE LOAD (LBS) OF WOOD POSTS AT VARIOUS UNBRACED HTS. (L/d 60) (Appling formulas at page tO of these calculations) 31ZE/HT 6.7 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22A 2-2X4 5,149 4,738 3,739 3,010 2,469 2,059 .1,741 2-2X6 8,091 7,446 5,876 4,731 3,880 3,235 2,736 2-2X8 10,666 9,814 7,746 6,236 5,115 4,264 3,606 4X4 9,921 9,211 7,406 6,151 4,978 4,169 3,537 3,036 2,632 4X6 15,589 14,475 11,638 9,473 7,823 6,5521 5,558 4,770 4,135 4X8 20,550 19,081 15,341 12,487 10,312 8,636 7,327 6,288 5,451 6X4 15,589 14,475 11,638 9,473 71823 6,552 5,558 4,770 4,135 6X6 26,372 24,841 23,014 20,988 18,906 16,884 15,061 13,421 11,984 10,734 9,650 8,709 7,892 7,178 6,554 6,004 6X8 35,963 33,8741 31,384 28,621 25,781 23,024 20,538 18,302 16,342 14,637 13,1591 11,877 10,762 9,789 8,937 8,188 8X4 20,550 19,081 15,341 12,487 10,312 8,636 7,327 6,288 5,451 8X6 35,963 33,874 31,384 28,621 25,781 23,024 20,538 18,302 16,342 .14,637 13,159. 11,877 10,762 9,789 8,937 8,180 8X8 48,157.1 45,981 43;512 40,817 37,994 35,156 32,398 29,788 27,366 25,148 23,134 21,314 19,674 CID V` Column( 94 UBC (91 NDS) ) StruCalc 4.06, By: Charles.D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Project: WILLIAMS- Location: C1 Summary: 3.50 x 3.50 x 10.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 75.3% Base Reactions: Live: RL= 550 LB Dead: RD= 719 LB Total: RT= 1269 LB Axial Loads: Live Loads: PL= 550 LB Dead Loads: PD= 685 LB Total Loads: PT= 1235 LB Column Data: Length: L= 10.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced-Length (X A)is): Lx= 10.0 FT Maximum Unbraced Length (Y A)is): Ly= 10.0 FT Eccentricity (X A)as): ex= 0.00. IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1450 PSI Modulus of Elasticity: E= 1700000 PSI Bending Stress (X A)is): Fbx= 1000 PSI Bending Stress (Y A)is): Fby= 1000 PSI Adjusted Properties: Fbx': Fbx'= 1500 PSI Adjustment Factors: Cd=1.00 Cf --1.50 Fby': Fby'= 1500 PSI Adjustment Factors: Cd=1.00 Cf=1.50 Fc'(parallel): Fc'_parl= 407 PSI Adjustment Factors: Cd=1.00 Cf --1.15 Cp=0:24 Controlling Direction: (Y Axis) Compressive Stress: fc=. 101 PSI Allowable Compressive Stress: Fc'= 407 PSI Column Properties: Column Section (X A)is): • dx= 3.50 IN Column Section (Y A)ds): dy= 3.50• IN Area A= 12.25 IN2 Section Modulus (X A)is): Sx= 7.1 IN3 Section Modulus (Y A)ds): Sy= 7.1 IN3 Length Depth Ratio: Lex/dx= 34.3 Ley/dy= 34.3 Column Bending Calculations: Combined Stress Factor: CSF= 0.25 s ` Column[ 94 UBC (91 NDS) l StruCalc 4.06 ' Bv: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILLIAMS - Location: CH1 Summary: 3.50 x 5.50 x 12.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 59.4% Base Reactions: -• . Live: Dead: RL= 1140 LB a Total: RD= 1180 LB Axial Loads: RT= 2320 LB Live Loads: PL= 1140 LB Dead Loads: PD= 1116 LB Total Loads: r - Column Data PT= 2256 LB Length: Column End Condition: L= Ke= 12.0 1.0 FT Maximum Unbraced Length (X Axis): Lx= ' 12.0 FT Maximum: Unbraced Length (Y A)ds): Lv= . 12.0 FT Eccentricity (X A)ds): ex= 0.00 IN Eccentricity (Y A)is): Column Design Stresses: ey= 0.00 ,IN Compressive Stress:- Fc= 1450 PSI Modulus.of Elasticitv: - E_ E= , 1700000 - PSI Bending Stress (X Axis): 1000 PSI Bending Stress (Y Axis): Adjusted Properties: - Fby= 1000 PSI Fbx': Adjustment Factors: Cd=1.00 Cf=1.30 Fbx'= 1300 PSI. Fby Adiustment Factors: Cd=1.00 Cf=1.30 Cfu=1.05 Fby'= 1365 PSI Fc'(parallep: Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.18 Fc'jarl= 289 PSI Controlling Direction: - (Y Axis) Compressive Stress: fc= 117 PSI Allowable Compressive Stress: Fc'= 289 -PSI Column Properties: 'Column Section (X Axis): dx= 5.50 IN Column Section (Y A)is): dv= 3.50 IN Area: Section Modulus (X Axis): A= A= 19.25 17.6 IN2 IN3 Section Modulus (Y A)is):+ Sy= 11.2 IN3 Length Depth Ratio: Lex/dx= 26.2, Column Bending Calculations: Ley/dy= - 41.1 Combined Stress Factor: CSF= 0.41 r + y i , . • Column( 94 UBC (91 NDS) ] StruCalc 4.06 " ' By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILLIAMS - Location: CH2 Summary: ( 2 ) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH -'Dry Use Section Adequate By: 33.2% 1 ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Reactions: Live: Dead: RL s 1.160 LB Total: RD= 1233 LB Abal Loads: RT= 2393 - LB Live Loads: PL= 1160 LB Dead Loads: PD= 1196 LB Total Loads: Column Data: PT= 2356 LB Length: Column End Condition: L= Ke= 8.0 1.0 FT Maximum Unbraced Length (X A)ds): Lx= 8.0 FT Maximum Unbraced Length (Y Axis): Ly=' &0. FT Eccentricity (X A)ds): +• ex= 0.00 . IN Eccentricity (Y Axis): y ey= 0.00 IN Column Design Stresses:' Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X A)is): ' _ Fbx= 675 PSI Bending Stress (Y A)ds): Fby= 675 PSI Adjusted Properties: Fbx': ,r Fbx'= 675 PSI Adjustment Factors: Cd=1.00 Cf --1.00 FbY': Adiustment Factors: Cd=1.00 Cf=1.00 Cfu=1.15 Fby'= 776 PSI Fe(parallel): Fc'_pad= 214 PSI` , Adiustment Factors: Cd=1.00 Cp=0.26 Controlling Direction: (Y pais) Compressive Stress: fc= 143 PSI Allowable Compressive Stress: " Fc'= 214 PSI - Column Properties: Column Section (X A)is): dx= 5.50 IN Column Section (Y A)ds): dv= 3.00 IN Area: Section Modulus (X A)ds): A= Sx= 16.50 15.1 IN2 1N3 Section Modulus (Y A)ds): y Sy= 8.3 IN3 Length Depth Ratio: Lex/dx= 17.5 Column Bending Calculations: Ley/dy= -32.0 Combined Stress Factor: CSF= 0.67 4 Column[ 94 UBC (91 NDS)1 StruCalc 4.06 0 C I D G I . Y. ar es . ar and, Architect, Charles D. Garland, Architect on. 06-24-1999 Proiect: WILLIAMS - Location: CH3 Summary: 5.50 x 5.50 x 10.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Ad uate B • 60 6°/ eq y. o . Base Reactions: Live: RL= 4000 LB Dead: RD= 4363 LB Total: RT= 8363 LB Axial Loads: Live Loads: PL= 4000 LB Dead Loads: PD= 4279 LB Total Loads: PT= 8279 LB Column Data: Length: L= 10.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length (X A)ds): Lx= 10.0 FT Ma>amum Unbraced Length (Y A)is): Ly= 10.0 FT Eccentricity (X A)as): ex= 0.00 IN Eccentricitv (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 1000 PSI Modulus of Elasticitv: E= 1600000 PSI Bending Stress (X A)as): Fbx= 1200 PSI Bending Stress (Y A)is): Fby= .1200 PSI Adjusted Properties: FbX: Fbx'= - 1200 PSI Adjustment Factors: Cd=1.00 Cf--11.00Fby': Fby'= 1200 PSI Adiustment Factors: Cd=1.00 Cf=1.00 Fc'(parallel): Fc'_parl= 694 PSI Adiustment Factors: Cd=1.00 Cp=0.69 Controlling Direction: (Y Axis) Compressive Stress: fc= 274 PSI Allowable Compressive Stress: Fc'= 694 PSI Column Properties: Column Section (X A)is): dx= 5.50 IN Column Section (Y A)is): dy= 5.50 IN Area: A= 30.25 1N2 Section Modulus (X A)is): Sx= 27.7 IN3 Section Modulus (Y A)is): Sy= 27.7 IN3 Length Depth Ratio: Lex/dx= 21.8 Ley/dy= 21.8 Column Bending Calculations: Combined Stress Factor: CSF= 0.39 s T -- V Column[ 94 UBC (91 NDS) 1 StruCalc 4.06 Bv: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 ' Proiect: WILLIAMS - Location: CH4 Summary: 5.50 x 5.50 x 10.0 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 74.3% , Base Reactions: Live: RL= 2398 LB, Dead: RD= 3084 LB Total: RT= 5482 LB Axial Loads: Live Loads: ti PL= 2398 LB Dead Loads: ._ PD= 3000 LB Total Loads: PT= 5398 LB Column Data: Length: L= 10.0 FT Column End Condition: Ke= 1.0 Maximum Unbraced Length '(X A)is): Lx= 10.0 FT Maximum Unbraced Length (Y A)ds): Lv= 10.0' FT - Eccentricity (X A)as): ex= 0.00 IN Eccentricitv-(Y A)ds): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc-- " . `1000 PSI ' Modulus of Elasticitv: E= 1600000 PSI Bending Stress (X A)is): _ Fbx= 1200 • PSI Bending Stress (Y A)as): ' Adjusted Properties: Fby= 1200 PSI Fbx': _ Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf--1.00 Fby': Fby'= 1200 PSI Adiustment Factors: Cd=1.00 Cf--1.00 Fc'(parallel): Fc'_pari= 694 PSI Adiustment Factors: Cd=1'.00 Cp=0.69 Controlling Direction: (Y Axis) Compressive Stress: fc= 178 PSI Allowable Compressive Stress:. Fc'= 694 PSI Column Properties: Column Section (X A)is): dx= 5.50 IN • Column Section (Y A)ds): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X A)as): Sx= 27.7 IN3 Section Modulus (Y A)as); Sv= 27.7 IN3 Length Depth Ratio: L' ex/dx= 21.8 - Ley/dy= 21.8 ' Column Bending Calculations: J Combined Stress Factor: 4 CSF= 0.26 Square Footing Design f 94 UBC (91 NDS)1 ' StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILL'- Location: F1 ' Summary: Size: 1.5 FT x 1.5 FT x 18.00 IN Reinforcement: #4 BARS @ 6.00 IN'O.C. E/W Or (3) #4 BARS E/W Footing Loads: Live Load: PL= 550 LB Dead Load: PD= 719 ,LB Total Load: ' PT= 1269 LB Ultimate factored load: Pu= 1942 LB Footing Properties: Allowable soil bearing pressure: - Qs= '1000 PSF Effective soil bearing pressure: - Qe= 775 • PSF Concrete compressive strength: F' 2500 PSI Reinforcing steel yield strength: Fv= 40000 PSI Concrete reinforcement cover: c= 3.00 IN. Selected Size: Length: Width: L= 1.5 FT Area: W= 1.5 FT Ultimate bearing pressure: A= Qu= 2:25 863 SF PSF Column Base Dimensions: Length: 1= 3.50w IN Width: - Footing Size Selection: w= 3.50 ,IN Required footing area: _ Areq= 1.64 SF Minimum footing size required: Lreq= 1.28 FT • Footing. depth based, on shear stresses:, Selected footing depth: D= 18.00 • IN Effective steel depth: d= 14:25 IN Punching Stress Calculations: Critical perimeter: Bo= 71.00 IN Punching shear: Vu1= 54 LB Punching shear stress: vu1= . 0 PSI ` Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 2835 1N -LB Concrete compressive block depth: a= 0.01 IN Minimum Steel Requirements: Steel required based on moment: As(l)=' 0.00 IN2/FT Minimum code required reinforcement: As(2)= 0.00 IN2/FT Controlling reinforcing steel: As regd= • 0.00 IN2/FT Selected reinforcement:. #4 BARS Cad 6.00 IN. O.C. • As= 0.39. IN2/FT .r ' R I Dc/ Square Footing Design'[ 94 UBC (91 NDS)1 StruCalc 4.06 } By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Project: WILL - Location: F2 Summary: Size: 2.0 FT x 2.0 FT x 18.00 IN Reinforcement: #4 BARS @ 9.00 IN O.C. E/W Or (3) #4 BARS E/W - Footing Loads: Live Load: Dead Load: PL= 1160 LB . Total Load: PD= PT= 1296' 2456 ' LB LB Ultimate factored load: Pu= 3786 LB Footing Properties: Allowable soil bearing pressure: Qs= 1000 PSF Effective soil bearing pressure: Qe= 775 PSF Concrete compressive strength: , F'c= 2500 PSI Reinforcing steel yield strength: Fv= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: - Length: Width: L= 2.0 FT Area: W= 2.0 FT Ultimate bearing pressure: A= Qu= 4.0 947 SF PSF Column,Base Dimensions: , " Length: Width: 1= 5.50 1N ° Footing Size Selection: w= 3.50 IN' Required footing area: Areq= 3.17 SF Minimum footing size required: Lreq= 1.78 FT Footing depth based on shear stresses: Selected footing depth:' D= 18.00 IN Effective steel depth: d= 14.25 IN Punching Stress Calculations: Critical perimeter: .. Bo= 75.00 IN Punching shear: Vu1= 1482 LB Punching shear stress: vu1= 2. PSI Allowable punching shear stress: T vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 0 LB Beam shear stress: vu2= 0 PSI Allowable beam shear stress: vc2= 100 PSI ` Bending Requirements: Factored moment: Mu= 8288 IN -LB Concrete compressive block depth: a= 0.01 IN Minimum Steel Requirements: Steel required.based on moment: As(1)= 0.01 IN2/FT Minimum code required reinforcement: As(2)= , 0.01 IN2/FT, Controlling reinforcing steel: As regd= 0.01 IN2/FT Selected reinforcement: #4 BARS Ca. 9.00 IN. O.C. As= 0.26 IN2/FT I x } 7 tol, Square Footing Design j 94 UBC (91 NDS) l StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILL'- Location: F3 Summary: i Size: 3.5 FT x 3.5 FT x18.00 IN Reinforcement: #4 BARS @ 18.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: . - - Live Load: - PL= 4000 LB Dead Load: PD= 4363 LB Total Load: PT= 8363 LB Ultimate factored load: Pu= 12908 LB - Footing Properties: - Allowable soil bearing pressure: Qs= 1000 PSF Effective soil bearing pressure: Qe= 775 PSF Concrete compressive strength: F'c= 2500 PSI Reinforcing steel yield strength: • Fv= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: _ L= ' 3.5 FT Width: W= 35 FT Area: A= 12.25 SF Ultimate bearing pressure:, ' Qu= 1054 Column Base Dimensions: ,PSF Length: 1= 5.50 IN Width: w= 5.50 IN Footing Size Selection: ' Required footing area: Areq= 10.79 SF Minimum footing size required: Lreq= 3.28 FT Footing depth based on shear stresses: Selected footing depth: D= 18.00 IN Effective steel depth: d= 14.25 IN Punching Stress Calculations: Critical perimeter: Bo= 79.00 • IN Punching shear: Vu1= 10054 LB Punching shear stress: vu1= 11 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Y Beam shear. ,Vu2= 1229 LB Beam shear stress: vu2= 2 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: ' Factored moment: Mu= 51181 IN -LB Concrete compressive block depth: ¢ a= 0.04, IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.03 IN2/FT Minimum code required reinforcement: As(2)= 0.04 IN2/FT Controlling reinforcing steel: As reqd= 0.04 IN2/FT • Selected reinforcement: #4 BARS Ca 18.00 IN. O.C. As= " 0.13 IN2/FT Square Footing Design f 94 UBC (91 NDS)1 StruCalc 4.06 By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 06-24-1999 Proiect: WILL - Location: F4 . Summary: Size: 3.0 FT x 3.0 FT x 18.00 IN Reinforcement: #4 BARS @ 15.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: - Live Load: PL= 2398 LB Dead Load: PD= 3084 LB Total Load: PT= 5482 LB Ultimate factored load: Pu=. 8394 LB Footing Properties: Allowable soil bearing pressure: Qs= 1000 PSF Effective soil bearing pressure: Qe= 775 PSF Concrete compressive strength:. F'c= 2500 PSI Reinforcing steel, yield strength: Fy= 40000 PSI Concrete reinforcement cover: c= 3.00 IN Selected Size: Length: L= 3.0 FT Width: W= 3.0 FT Area A= 9.0 SF Ultimate bearing pressure: Qu= 933 PSF Column Base Dimensions: Length: I= 5.50 IN Width: Footing Size Selection: w= 5.50 IN Required footing area: Areq= 7.07 SF Minimum footing size required: Lreq= 2.66 FT Footing depth based on shear stresses: Selected footing depth: D=r18.00 IN Effective steel depth: d= 14.25 IN Punching Stress Calculations: Critical perimeter: Bo= 79.00 IN Punching shear: Vu1= 5868 LB Punching shear stress: vu1= 6 PSI Allowable punching shear stress: vc1= 200 PSI Beam shear stress calculations: Beam shear: Vu2= 233 LB Beam shear stress: vu2= 1 PSI Allowable beam shear stress: vc2= 100 PSI Bending Requirements: Factored moment: Mu= 27114 IN -LB Concrete compressive block depth: a= 0.03 IN Minimum Steel Requirements: Steel required based on moment: As(1)= 0.02 IN2/FT Minimum code required reinforcement: As(2)= 0.02 IN2/FT Controlling reinforcing steel: As reed= 0.02 IN2/FT Selected reinforcement: #4 BARS (cD. 15.00 IN. O.C. As= 0.16 IN2/FT ^ ' rCharles D. Garland, Architect , .Cathedral Canyon Dr.Cathedral City, CA 92234 Structural Calculations For: Ix LU 44 tL LL SA LL U I U Z. Q Ii LLJ ej .-0 010 0 0 DI 11:1 .1 . [i] [E I Charles D. Garland, Architect 33-163 Cathedral Canyon Dr. Cathedral City, CA 92234 PAGE:. 2- Z . DATE: (p/ZS g9 ! Structural Calculations For: V(I LLIAMS LP -T1 r ✓t-1 i1 1 `1 v► 5 I : 14c oC' pl ---------------- PH L7,tG X 3o I / 11215 - Charles D. Garland; Architect r 33-163 CAthedral Canyon Drive Cathedral City, CA 92234, ' pager 2 date: STRUCTURAL CALCULATIONS FOR: ( L r -64-C ' lob 14 w - - - - - - - -.... .. - - ..__._._. _._._.._._ .._............... .. - INPH PbCL%Z(j 2=h w iO/Z o A uA -,55x V05f-( Vltw ` 7 3 x32 `2 ► I b C 2 = 22 14 Ib VYw .. Charles D. Garland, Architect 33-163 CAthedral Canyon Drive Cathedral City, CA 92234 page: 2 5 date: STRUCTURAL CALCULATIONS FOR: vit LLl/ M S 44 C 07t2(0. r;-2 to - PI!--1 7,zsx S-.447 I0(o p C 1b 2 LDX ( lyV co017 o L 2' 2-M'W YL (2-7 (2-70, WI -TI-{ L -ON A DIMt=&I, O l' FO L L. p/1 nt E l.S L A l o P l= VL F t I Ip I C IJ (. 7O S OF- r ►2i4M I Irl A 4` tqC OjMYS S d @ ( 2" ox-. V f-tV ^(tN. .o rv n lR- C► 7 PANLL f- pGFS (E' N.-) , O.C. " =..ly plVlhUAI. 9^NjFt.. N> Charles D. Garland, Architect 33-163 CAthedral Ca'nyon Drive Cathedral City, CA 92234 STRUCTURAL -CALCULATIONS FOR:" page:. ' _' (o - date: /2S-/ .9 N ISL L+ Co ; •- . , . , . ME: ON 5T00 P L ik. Z LL (D PA hal / ILS V4 rrH 7/1 (D" \1q1 IN e ' I I x 1/21 C-1 ALM -7T^(-,H f_ C \A,/ NO H, ANINC-(_1J0 r-, %AJ/ ',/7 11 X Lo \ L) P) Z x 110,Ywo S -T 0 P, v,4 I- L-ONVA 0' PJI L 1 AIL F-0 LLD W 11L /-AO /;z 1 q \x lo"2 Rpm 76,\LLo\/q A, p, -j Lop""" , 1 , _/,o L OP', 75L I- K- P -007 AD-TE N 2. 41-- ICICI ALL PiNN EL (2) &L 0 7 R OTE N a \L /* ALL \N yTh' TbL Charles D. Garland, Architect 33-163 CAthedral Canyon Drive .. Cathedral City, CA 92234 page: `'Z% date: 0/7 -g -/cm STRUCTURAL CALCULATIONS FOR: 23 0 2• B 20 , `• I L M M rL. • , C ++ F' M [✓tuns SP L1c s . rL c SELL M !`^XYZ.V+ /V tiN' ? r Lrt 1'L,. 'N ---------------- F`o 5/6;' 4: iCl o / iaj S2 0,c-, C n , j > w / n Lr I •2 f3oLT5 pjz, SILL M r YL 01Plc,, (1 400//Z - 7Charles D. Garland, Architect 33-163 CAthedral Canyon-Drive ' Cathedral City, CA 92234 , page: 'S5. date: STRUCTURAL CALCULATIONS FOR:L. l.lA /AlS OT LIN P, L oT F WYPHI•- 0710 r r `" / — Iia I : } j u c . .. • $)l!\PH N v' Ci l2 flu i (tt2,Is) . (112,5 Ca = I IU X73 z l b N _ r rt.oVIYJC. . `N 3 G1 T` s' - Hpsn zv4KF05-r D , 0716 CPo Charles D. Garland, Architect 33-163 CAthedral Canyon Drive Cathedral City, CA 92234 page: 2 STRUCTURAL CALCULATIONS FOR: . date: Charles D. Garland, Architect 33-163 CAthedral Canyon Drive Cathedral City, CA 92234 , Page: date: STRUCTURAL .CALCULATIONS FOR: V\(t L.u. A „^ 5 r 0T L LINE .• OTO H No IT 07 , sslb /Ibo (P 00 \j I D G \NALL Ql\\r Uv P i SPH N o C C T , • : . oo VWA N 0 2Z S d SNP, UL LINO t) N C 11/L5 (Z .Zc LW- ( Co r -4 O µ VD, Vtr e , 1:Xt\PH . bo &.-,kT\D Przoy pG . .. w - .. - _ a .. ,.,fir W r. . Lu y x` +•.` , °`.e - Charles D. Garland, Architect 33-163 Cathedral Canyon Dr. Cathedral City, CA 92234 : PAGE: 2j l DATE: .Structural Calculations, For: \&t.'l A--MAS t Charles D. Garland, Architect 33-163 Cathedral Canyon Dr. Cathedral City, CA 92234 Structural.Calculations For: PAGE: -2jZ SHEAR WALL TABULATION DATE: . 14el WALL LENGTH V WALL V DIAPH V (PLF) WALL TYPE & HOLDOWN REQUIRED AB DIAM & SPACING . 1945 c-- •—. ' NIDB Tu 4X POST G) 5#, -F -NO W/S1jTPg2o @c @1(0 L 1$4b -- H'D&-N 704X POST Q' A-rct4O W/SSTbi-0G mL 2 220 14 b 1 H PAHO 22 F -A • E N 0 -ru 2 - ZX S-riJ 05 %2 ..40 HPAH022 r) -ry Z,ZX OS I — 1-13o 4 -so 3 Q 3z M 0 GA •ro 4 x FDc,,T @ EA - FN 0 w /%T6to @ aON (j 44o — — H'D5A TO q.X 905T Cn FA, rND @c.ou 2 010 4 VA?W0ZZ G r:^, f-Nk 2.x --7vrJ LO 900 -- _ KYON HOZI(2 P -NO To 2 --IX s-TJrx 0317 "_ _" HP'/S F,RPt2 @ r_/>, r ND TO 2- zk STJDS 1-(PAKO22 Cc t°A F-NYJ TO 2-Zx STJOS Z @ S2 HwAR02TO F -A 2os 1/2cp e9 iZ e Z- H 10A NAL -Z @ FA - FMO -to 2''2,c 5 Vt PA- vtb2Z eFPt "FN0 2-,z TO 0'-, 22 —^4444 ?AZ L Yz Q. 3 2 6 32 l .j l21b f Charles D. Garland, Architect 33-163 Cathedral Canyon Dr. Cathedral City, CA 92234 Structural Calculations For: - E PAGE: 22 -7 l:l.l4M S SHEAR WALL TABULATION DATE: Cc 12 1► , „ ®mom -- - • s omv® a►ON W (ul:B4s nuu t ALLUUNI BAIRD/WILLIAMS A4) TOP CHORD 2x4 -SPF #1/#2 BOT.CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. FASTEN RATED SHEATHING TO ONE FACE OF THIS TRUSS. THIS TRUSS DESIGNED TO SUPPORT VERTICAL LOADS ONLY. TRUSS HAS NOT BEEN DESIGNED TO FOR LONGITUDINAL FOR t 5-0-0 W3X4 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR., 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100. MI FROM COAST, CAT I, EXP.C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. SEE DWGS'A7015E & GAB98117 FOR ADDITIONAL REQUIREMENTS. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. I #r -W5X4 = 31-10-0 Over Continuous Support 4-0-0 T 1-4-9 -T— 8-0-0 R=79 PLF W=31-10-0 Note: All Plates Are W2X4_ Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD 'CA/3/-/3/E/-/- Scale =.1875" Ft. *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND *IINSTITUTE, • REFER AND PUBLISHED(TRUSS TY W. t TC LL 20.0 PSF REF R6109-18754 WBRAC53719) PRIORPLATE 583 D ONOFRiO DR., SUITE 200, MADISON, PRACTICESTO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, L0 U '7 y TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHDRD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. iP TC DL 10 .0 PSF . DATE 07/14/99 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE J U I 15 199 INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM BC D L 10 .0 P S F _ D R W CAUSR6109 99195001 THIS DESIGN; ANY FAILURE TO No C 5800 A L P.I N E NG AND BRACTNGHOFTTRUSSES. COTHOSMDES[GNICONFORMSOWITHAAPPLICABLR TI E PROVDISIONSSOF NDSGINATIONALNITALIDESIGN E 0 200 ' B C L L 0.0 P S F CA -ENG B F R/ G W H - SPECIFICATION PUBLISHED RY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T OT . LD. 40.0- PSF S E Q N - 49593 EACH FACE OF TRUSS, AND U NLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. • THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS p / Civil. \P D U R FAC 1 FROM SB Alpine Engineered Products, Inc. COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS V 1 . . .25 Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF CAL%f " ANSI/TPI 1-1995 SECTION 2. S P A C I N G 24.0 [99195001] [18754] (ALPINE] [UBC CODE] [A4] [] [TCLL 20.0][TCOL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [X-Loc](React][Size] [ 1.00][ 2506][31.831 EndPts MaxTen MaxComp AXL BND CSI GLC 5 Grade Length Pitch 1- 4 4 -2 0.00 0.01 0.02 1 4 SPF #1/#2 13.29 -0.22 4- 6 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 6- 8 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 8-10 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 10-12 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 12-14 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0-25 14-16 4 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 16-18 4 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 18-20 3 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 20-22 3 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 22-24 3 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 24-26 3 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 26-28 3 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 28-30 3 -1 0.00 0-02 0.02 1 4 SPF #1/#2 16.00 -0.25 30-32 2 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 32-34 2 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 34-36 2 -1 0-00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 36-38 2 -1 0-00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 38-40 2 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 40-42 2 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 42 44 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 44-46 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 46-48 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 -0.25 48-50 1 0 0-00 0.02 0.02 1 4 SPF #1/#2 13.22 -0.22 0 3 2 -4 0.00 0.01 0.01 1 4 SPF #1/#2 13.25 0.00 3- 5 1 -4 0.00 0.01 0-01 1 4 SPF #1/#2 16.00 0.00 5- 7 1 -3 0.00 0.01 0-01 1 4 SPF #1/#2 16-00 0.00 7- 9 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 9-11 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 11-13 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 13-15 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16-00 0-00 15-17 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 17-19 1 -3 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 19-21 1 -2 0-00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 21-23 1 -2 0-00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 23-25 1 -2 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 25-27 1 -2 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 27-29 1 -2 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 29-31 1 -2 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 31-33 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 33-35 1 -1 0.00 0.01 0.01 1 4 SPF'#1/#2 16.00 0.00 35-37 0 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 37-39 0 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 39-41 0 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 41-43 0 -1 0.00 0.01 0-01 1 4 SPF #1/#2 16.00 0.00 43-45 0 0 0.00 0-01 0-01 1 4 SPF #1/#2 16.00 0.00 45-47 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 47-49 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 13.25 0.00 0- 1 9 -16 0.00 0.03 0.03 1 4 HF Stud 22.39 -Vert- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 56.50 3- 4 40 -80 0.02 1 4 HF Stud 22.14 5- 6 41 -82 0.02 1 4 HF Stud 21.81 7-.8 34 -80 0.02 1 4 HF Stud 21.48 9-10 32 -80 0.02 1 4 HF Stud 21.14 11-12 32 -80 0.02 1 4 HF Stud 20-81 13-14 32 -80 0.02 1 4 HF Stud 20.48 15-16 32 -80 0.02 1 4 HF Stud 20.14 17-18 32 -80 0.02 1 4 HF Stud 19.81 19-20 32 -80 0.02 1 4 HF Stud 19.48 21-22 32 -80 0-02 1 4 HF Stud 19.14 23-24 32 -80 0.02 1 4 HF Stud 18.81 25-26 32 -80 0.02 1 4 HF Stud 18.48 27-28 32 -80 0.02 1 4 HF Stud 18.14 29-30 32 -80 0.02 1 4 HF Stud 17.81 31-32 32 -80 0.02 1 4 HF Stud 17.48 33-34 32 -80 0.02 1 4 HF Stud 17.14 35-36 32 -80 0-02 1 4 HF Stud 16.81 37-38 32 -80 0.02 1 4 HF Stud 16.48 39-40 32 -80 0.02 1 4 HF Stud 16.14 41-42 32 -80 0.02 1 4 HF Stud 15.81 43-44 34 -80 0.02 1 4 HF Stud 15.48 45-46 41 -81 0.02 1 4 HF Stud 15.14 47-48 39 -78 0.01 1 4 HF Stud 14.81 50-51 0 0 0.00 1 4 HF Stud 44.50 49-50 9 -18 0.01 1 4 HF Stud 44.50 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 1.15 8.15 W2X4 0.00 L/999 0.00 L/999 0-00 0.00 1 1.15 10.01 W3X4 ---- ----- ---- ----- ---- ---- 2 1.15 13.00 ---- ----- ---- ----- ---- ---- 3 2.25 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 [STD.AUTO.LOAD][OC 24.00](DF 1.25)[NM 11 60 PLF @ 1.3 to 60 @ 32.5 [y=16.0][ 67%] 20 PLF @ 1.0 to 20 @ 32.8 [y= 5.0][ 0%] Brace [Wind Load #2][OC 24.00][DF 1.33][NM 1] Plywd -30 PLF @ 1.3 to -30 @ 4.4 [y=16.0](100%] Plywd -5 PLF @ 1.0 to -5 @ 32.8 [y= 5.0][ 0%] Plywd -24 PLF @ 4.4 to -24 @ 29.4 [y=16.0][100%] Plywd -30 PLF @ 29.4 to -30 @ 32.5 [y=16.0][100%] Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph I Page 2 4 2.25 9.99 W2X4 ---- --- -- ---- ----- ---- --- 5 3.58 8.15 W2X4 0.00 L/999 0.00 L/999. 0.00, 0.00 6 3.59 9.96 W2X4 ---- ----- ---- ---- ., 7 4.92 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 8 4.92 9.94 W2X4 ---- ---- ---- ---- ---- --- 9 6.25 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 10 6-25 9.91 W2X4 ---- ----- ---- ----- ---- ---- 11 7.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 "0.00 - 12 7.59 9.88 W2X4 -- -'- ----- ---- ---- ---- ----- 13 8.92 8-15 W2X4 O.00 L/999 0.00 L/999 0.00 0.00 14 8.92 9.85 W2X4 ---- ----- ---- ----- ---- ---- 15 10.25 8.15 W2X4 0.00 L/999 0.00 L/999 0".00 0.00 16 10.25 9.82 W2X4 ---- ----- ---- ----- ---- --- 17 11.58 8.15 W2X4 0.00 L/999 0-001/999 0.00 0.00 18 11.59 9.80 W2X4 ---- ----- ---- '----- ---- - 19 12-92 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 20 12.92 9.77 'W2X4 ---- ----- ---- ----- ---- ---- 21 14.25 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 22 14.25 9.74 W2X4 ---- ----- ---- ----- ---- ---- 23 15.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 24 15.59 9.71 W2X4 --- ----- ---- ----- ---- ---- 25 16.92 8.15 W5X4 0.00 L/999.,0.00 L/999 0.00 0.00 26 16.92 9.69 W2X4 ---- ----- ---- ----- ---- ---- 27 18.25 8.15 W2X4 0.00 1/999 0.00 L/999 0.00 0.00 28 18.25 9.66 W2X4 ---- ----- ---- ----- ---- --- 29 19.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 30 19.59 9.63 W2X4 ---- ----- ---- ----- ---- ---- 31 20.92 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0-00 32 20.92 9.60 W5X4 --.-- ----- ---- ----- ---- --- 33 22.25 8.15 W2X4 0.00 L/999 -0.00 L/999 0.00 0.00 34 22.25 9.57. W2X4 ---- ----- ----- ---- ---- 35 23.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 36 23-59 9.55. W2X4 ---------- ---- ----- ---- ---- 37 24.92 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 38 24.92 9.52 W2X4 ---- ----- ---- ----- ---- ---- 39 26.25 8.15 W2X4 0.00 L/999 0.00 L/999 0.00, 0.00 40 26.25 9.49 W2X4 ---- ----- ---- ----- ---- ---- 41 27.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 42 27.59 9.46 W2X4 ---- ----- ---- ---'-- ---- ---- 43 28.92 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 44' 28.92 9.44 W2X4 ---- ----- ---- ----- ---- ---- 45 30.25 8.15 W2X4 0.00 L/999 0.00 L/999, 0.00 0.00 46 30.25 9.41 W2X4 ---- ----- ---- ----- ---- ---- 47 31.58 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 48 31.59' 9.38 W2X4 ---- ----- ---- ----- ---- ---- 49 32.69 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 50 32.69 9.36 W3X4 ---- ----- ---- ----- '---- ---- (Uiows-nUUZot ALU UU1NI b A1KU/WILLIAMS - A3) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 2100f-1.8E :T2 2x4 SPF 1650f-1.5E: 70 MPH•WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x6 HF 1650f-1.5E LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x41HF Stud :W10 2x4 SPF #1/#2: CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. , MAX JT VERT DEFL: LL: 0.67" DL: 0.68" (SEE DWG 579,000)' (A) CONTINUOUS "LATER AL BRACING EQUALLY SPACED ON MEMBER. RECOMMENDED CAMBER 1'1/8" DEFLECTION MEETS L/360.00 LIVE AND L/240,00 TOTAL LOAD. x CALCULATED VERTICAL DEFLECTION IS 0.67" DUE TO LIVE LOAD AND 0.68" DUE TO DEAD LOAD AT'X = 16-05-00. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. , W6X8 W3X4 W5X8 = W5X4 5-0.0 W3X4•= — 0.25 T2 W4X5 W10 4-0-0 A T 1-6-1 1. I h8-0-0 W5X8= W4X5= HS822=. W4X4_= W4X14 W2X4111 IE 31-10-0 Over 2 Supports ` R=1256 U=420 W=3.5 R=1256 U=410 W=3.5" PLT TYP.-High Strength,Wave TPI-95 Design Criteria:.TPI STD CA/3/-/3/E/-/- Scale =.1875" Ft. "*WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION., HANDLING, SHIPPING, INSTALLING AND t _ BRACING ITUTE,RE 583 D ONOFRIO DR.. SUITE 200. MADISON. W1 AC 5371 i),PUFOR S SAFET Y PR ACT IC (TRUSS PRIOR ATO l U w y FyT C L L 2 0. O Y TPI n P S F - R E F R6109-18755 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED GJ P ` `Yy TC DL 10.0 PSF DATE 07/14/99 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. J U 1 1 5 1 9 9 9 `*IMPORTANT** FURNISH A COPY OF THIS -0ESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ^' B C D L 1 0.0 P S F D R W CAU SR6109 99195002 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY BEVIATION FROM THIS DESIGN; ANY FAILURE TO %10 C B00 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLINGAND 200 - BC. LL 0.0 P S F C A -f N G -BFR / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS HITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC IC ATI0N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * T OT . L D : 40.0 P S F t S E Q N -- 49602 .EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER R " DRAWINGS 160 A-i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING /• CjVIl \P O U R . FAC . 1.25 F ROM SB Alpine Engineered Products, Inc' RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9 S8Ci81nent0,"CA 95828 AAS' OT PTT1F0995NSECTI ONCZL AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF CAIN SPACING 2 4.0 " [99195002] [18755] [ALPINE] [UBC CODE] [A3] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0)[OF 1.25)[OC 24.0][NM 1] [X-Loc][React][Size] ===== [ 1.00][ 1256][0.291 [32.54][ 1256][0.291 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 1- 3 7 -15 0.00 0.21 0.21 1 4 SPF 2100f-1.8 67.20 -0.24 3- 5 1833 -5004 0.26 0.27 0.53 1 4 SPF 2100f-1.8 77.42 -0.25 5- 7 2454 -6693 0.46 0.35 0.81 1 4 SPF 21OOf-1.8 77.42 -0.25 7- 9 2315 -6304 0.52 0.41 0.93 1 4 SPF 1650f-1.5 77.42 -0.25 9-11 1188 -3235 0.18 0.54 0.72 1 4 SPF 1650f-1.5 79.19 -0.51 0- 4 3561 -1332 0.34 0.15 0.49 1 6 HF 1650f -1.5E 107.60 0.00 4- 6 6219 -2293 0.59 0.13 0.73 1 6 HF 1650f -1.5E 77.40 0.00 6- 8 6928 -2555 0.66 0.18 0.83 1 6 HF 1650f -1.5E 77.40 0.00 8-10 5308 -1978 0.50 0.17 0.68 1 6 HF 1650f -1.5E 77.40 0.00 10-13 176 -67 0.02 0.08 0.10 1 6 HF 1650f -1.5E 42.20 0.00 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 54.50 0- 1 64 -131 0.07 1 4 HF Stud 54.50 0- 3 1382 -3697 0.84 1 4 HF Stud 67.22 2 CLB 3- 4 1619 -562 0.56 1 4 HF Stud 41.70 4- 5 511 -1351 0.43 1 4 HF Stud 41.12 5- 6 519 -177 0.18 1 4 HF Stud 41.12 6- 7 112 -261 0.08 1 4 HF Stud 40.61 7- 8 264 -686 0.22 1 4 HF Stud 40.61 8- 9 1064 -360 0.37 1 4 HF Stud 40.15 9-10 854 -2237 0.59 1 4 HF Stud 34.70 10-11 3177 -1163 0.72 1 4 SPF #1/#2 46.75 11-12 0 0 0.00 1 4 HF Stud 42.50 11-13 457 -1199 0.40 1 4 HF Stud 42.50 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 1.00 8.23 W5X8 0.00 L/999 0.00 L/999 0.00 0.00 1 1.15 10.01 W3X4 ---- ----- ---- ----- ---- ---- 2 1.15 13.00 ---- ----- ---- ----- ---- ---- 3 6.74 9.90 W5X8 ---- ----- ---- ----- ---- ---- 4 9.97 8.23 W4X5 0.51 L/743 1.03 L/370 0.02 0.03 5 13.19 9.76 W3X4 ---- ----- ---- ----- ---- ---- 6 16.42 8.23 HS822 0.67 L/568 1.35 L/282 0.03 0.07 7 19.64 9.63 W5X4 ---- ----- ---- ------ ---- ---- 8 22.87 8.23 W4X4 0.60 L/634 1.21 L/315 0.06 0.11 9 26.09 9.49 W4X5 ---- ----- ---- ----- ---- ---- 10 29.32 8.23 W4X14 0.27 L/999 0.54 L/712 0.07 0.15 11 32.69 9.21 W6X8 ---- ----- ---- ----- ---- ---- 12 32.69 12.00 ---- ----- ---- ----- ---- ---- [STD.AUTO.LOAD][OC 24.00)[OF 1.25][NM 1] 60 PLF @ 1.3 to 60 @ 32.5 [y=16.0][ 67%) 20 PLF @ 1.0 to 20 @ 32.8 [y= 5.0][ 0%] Brace [Wind Load #2][OC 24.00][DF 1.33][NM 1] Plywd -30 PLF @ 1.3 to -30 @ 4.4 [y=16.0][100%] Plywd -5 PLF @ 1.0 to -5 @ 32.8 [y= 5.0][ O%] Plywd -24 PLF @ 4.4 to -24 @ 29.4 [y=16.0][100%] Plywd-30.PLF @ 29.4 to -30 @ 32.5 [y=16.0][100%] Plywd Diaph Diaph Diaph Diaph Diaph 1U12I4a-nvuat AL.L,UUNI bAIKU/WILLIAMS - AZ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 2100f -1.8E :T2 2,x4 SPF 1650f -1.5E: 70'MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x6 HF 1650f -1.5E LOCATED ANYWHERE IN ROOF, 100 MI"•FROM COAST, WEBS 2x4 HF .Stud :W11 2x4 SPF #1/#2: CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF.- MAX JT VERT DEFL: LL:. 0.72", DL: 0.73" (SEE DWG 579,000) DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. " RECOMMENDED CAMBER 1 1/4" CALCULATED VERTICAL DEFLECTION IS 0.72" DUE -TO LIVE LOAD PROVIDE FOR COMPLETE DRAINAGE OF ROOF. AND 0.73" DUE TO DEAD LOAD AT X = 16-05-00. fE 32-10-0 Over 2 Supports ' R=1296 U=430 W=3.5" R=1296+U=430 W=3.5" " PLT.TYP. High Str.ength,Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.1875" Ft. - —WARNING'* TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING ANO BRACING). PUBLISHED BY TPI (TRUSS PLATE 00) W ( `J TC L L 20 . 0 PSF R E F R6109-18757 INST I TUTE, 583 D'ON OFRIO OR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. 7-1 - , UNLESS -0T HER NI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CE (LING. iP T C D L 10.0 PSF DATE .. 07/14/99 - * **IMPORTANT'* ,FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Jul 1 159 BC DL 110 PSF DRW CAUSR6109 99195003 • PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY 0EVI ATION FROM THIS DESIGN; ANY FAILURE TO ..0 - A L P I N E BUILD THE TRUSSES IN CONFORMANCE NITH.TP1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN g B G L L 0.0 P S F CA -ENG B F.R / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE - CONNECTORS.ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T L D 40.0 P S F S E O N - 49608 _ ♦ EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS BE SIGN;"POSITION CONNECTORS PER . . DRAM NGS 160 A - i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING _/` Cl It. OUR. FAC 1.25 F R 0 M S B Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TME SUITABILITY AND USE OF THIS \a' q% . Sacramento, CA 95828 COMPOHENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI OF CALI SPACING 24.0" 1-1995 SECTION 2. + [99195003] [18757] [ALPINE] [UBC CODE] [A2] [] [TCLL 20.0][TCDL 10.0)[BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1) [X-Loc][React](Size) ===== [ 0.00][ 1296][0.29] [32.54]( 1296][0.29] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 1- 4 859 -2339 0.07 0.35 0.42 1 4 SPF 2100f-1.8 79.19 0.02 4- 6 2044 -5564 0.32 0.25 0.57 1 4 SPF 2100f-1.8 77.42 -0.25 6- 8 2613 -7130 0.52 0.39 0.91 1 4 SPF 2100f-1.8 77.42 -0.25 8-10 2422 -6593 0.57 0.43 0.99 1 4 SPF 1650f-1.5 77.42 -0.25 10-12 1232 -3354 0.19 0.55 0.74 1 4 SPF 1650f-1.5 79.19 -0.51 0- 3 110 -42 0.01 0.03 0.04 1 6 HF 1650f -1.5E 42.20 0.00 3- 5 4261 -1587 0.41 0.11 0.51 1 6 HF 1650f -1.5E 77.40 0.00 5- 7 6701 -2471 0.64 0.15 0.78 1 6 HF 1650f -1.5E 77.40 0.00 7- 9 7299 -2692 0.69 0.18 0.88 1 6 HF 1650f -1.5E 77.40 0.00 9-11 5512 -2054 0.52 0.18 0.70 1 6 HF 1650f -1.5E 77.40 0.00 11-14 181 -69 0.02 0.08 0.10 1 6 HF 1650f -1.5E 42.20 0.00 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 54.50 0- 1 480 -1259 0.63 1 4 HF Stud 54.50 1- 3 2483 -910 0.86 1 4 HF Stud 42.32 3- 4 821 -2164 0.71 1 4 HF Stud 41.70 4- 5 1462 -512 0.51 1 4 HF Stud 41.70 5- 6 475 -1265 0.41 1 4 HF Stud 41.12 6- 7 469 -155 0.16 1 4 HF Stud 41.12 7- 8 88 -190 0.06 1 4 HF Stud 40.61 8- 9 296 -776 0.24 1 4 HF Stud 40.61 9-10 1155 -393 0.40 1 4 HF Stud 40.15 10-11 888 -2329 0.61 1 4 HF Stud 34.70 11-12 3295 -1207 0.74 1 4 SPF #1/#2 46.75 12-13 0 0 0.00 2 4 HF Stud 42.50 12-14 472 -1238 0.42 1 4 HF Stud 42.50 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 8.23 142X4 ---- ----- ---- ----- ---- ---- 1 0.15 9.89 W5X8 ---- ----- ---- ----- - -- ---- 2 0.15 13.00 ---- ----- ---- ----- ---- ---- 3 3.52 8.23 W3X10 0.23 L/999 0.45 L/870 0.00 0.00 4 6.74 9.90 W4X5 ---- ----- ---- ----- ---- ---- 5 9.97 8.23 W3X6 0.56 L/700 1.13 L/349 0.01 0.03 6 13.19 9.76 W3X4 ---- ----- ---- ----- ---- ---- 7 16.42 8.23 HS614 0.72 L/545 1.45 L/271 0.03 0.07 8 19.64 9.63 W5X4 ---- ----- ---- ----- ---- ---- 9 22.87 8.23 W4X4 0.64 L/614 1.29 L/306 0.06 0.11 10 26.09 9.49 W4X5 ---- ----- ---- ----- ---- ---- 11 29.32 8.23 W4X14 0.28 L/999 0.57 L/695 0.07 0.15 12 32.69 9.21 W6X8 ---- ----- ---- ----- ---- ---- 13 32.69 12.00 ---- ----- ---- ----- ---- ---- [STD.AUTO.LOAD)[OC 24.00)[DF 1.25][NM 11 60 PLF @ 0.3 to 60 @ 32.5 [y=16.0][ 67%) 20 PLF @ 0.0 to 20 @ 32.8 [y= 5.0)[ OY] Brace [Wind Load #2][OC 24.00][DF 1.33][NM 1] Plywd -30 PLF @ 0.3 to -30 @ 3.5 [y=16.0][100%] Plywd -5 PLF @ 0.0 to -5 @ 32.8 [y= 5.0][ 0%] Plywd -24 PLF @ 3.5 to -24 @ 29.3 [y=16.0][100%] Plywd -30 PLF @ 29.3 to -30 @ 32.5 [y=16.0][100%] Plywd Diaph Diaph Diaph Diaph Diaph Diaph • tV104J-nuu3: AltuuINl UA1KU/WILLIAMS - Al) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF•Stud :W1 2x6 HF 1650f -1.5E: (A) CONTINUOUS LATERAL -BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 7-6-0 W4X6 = - W4X6 = THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. MAX JT VERT DEFL:, LL: 0.20" DL: 0.21" (SEE DWG 579,000) RECOMMENDED CAMBER 3/8" PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 19-1-8 Over 2 Supports R=738 U=250 W=3.5" R=747 U=250 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD est CA/3/-/3/E/-/- Scale"=.375" Ft. —WARNING— TRUSSES REDIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HI8-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE l O fl W. F ( T C L L 2 0. 0 P S F R E F R6109-18759 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. Gj 9` "`!!!%%% • - UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY AT STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q• T C D L 1 0.0 P S F • DATE 07/14/99 . **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED J u l 1 99 9 BC DL 10.0 P S F D R W CAUSR6109 99195004 PRODUCTS, INC.,SHALL NOT BE RESPONSIBLE FOR .ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 800 5 BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. TNI' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E Q BC LL 0.0 PSF- CA -ENG B F R / G W H - - SPECIFICATION PUBIISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO + * TOT L D 4 0.0 P S F S E 0 N - 49615 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS .PER . . DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT ,R _/` civil. \P 9JS D U R .FAC . 1.25 F R 0 M S B Alpine Engineered Products, Inc. DESIGN SHOWN. THE UI IL iL IT AILD USE OF THIS C a Sacramento, CA 95828 LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER COMPONENT1 F01995NSE OFI " ANSI/TPI SECTION SPACING 24.0 [99195004] [18759) [ALPINE] [UBC CODE] [A1] [] [TCLL 20.0)[TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0)[NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size] ____= 60 PLF @ 14.2 to 60 @ 32.5 [y=18.5][ 67%] [13.71][ 738][0.29] [32.54][ 747][0.29] 20 PLF @ 13.7 to 20 @ 32.8 [y= 5.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load #2][OC 24 00][DF 1.33][NM 1] 1- 3 12 -24 0.00 0.41 0.41 1 4 SPF #1/#2 73.80 -0.24 Plywd -30 PLF @ 14.2 to -30 @ 17.2 [y=18.5][100%) 3- 5 967 -2637 0.17 0.33 0.50 1 4 SPF #1/#2 76.52 -0.25 Plywd -24 PLF @ 17.2 to -24 @ 29.5 [y=18.5][100%] 5- 6 10 -21 0.00 0.43 0.43 1 4 SPF #1/#2 74.73 -0.24 Plywd -30 PLF @ 29.5 to -30 @ 32.5 [y=18.5][100%] 0- 4 2271 -864 0.51 0.35 0.87 1 4 SPF #1/#2 114.75 0.00 Diaph -5 PLF @ 13.7 to -5 @ 32.8 [y= 5.0][ 0%] 4- 8 2490 -946 0.56 0.35 0.92 1 4 SPF #1/#2 114.75. 0.00 Diaph EndPts MaxTen MaxComp AR GLC S Grade Length Brace 1- 2 0 0 0.00 1 6 HF 1650f-1. 86.50 0- 1 69 -141 0.06 1 6 HF 1650f-1. 86.50 0- 3 876 -2311 0.96 1 4 HF Stud 78.07 1 CLB 3- 4 398 -112 0.14 1 4 HF Stud 36.60 4- 5 154 -21 0.05 1 4 HF Stud 35.88 5- 8 958 -2526 0.66 1 4 HF Stud 80.64 2 CLB 6- 7 0 0 0.00 1 4 HF Stud 44.50 6- 8 73 -150 0.05 1 4 HF Stud 44.50 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 13.71 8.15 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 1 13.94 9.74 W3X4 ---- ----- ---- ----- ---- ---- 2 13.94 15.50 ---- ----- ---- ----- ---- ---- 3 20.09 9.62 W3X8 ---- ----- ---- ----- ---- ---- 4 23.27 8.15 W3X4 0.20 L/999 0.41 L/564 0.02 0.04 5 26.46 9.49 W3X8 ---- ----- ---- ----- ---- ---- 6 32.69 9.36 W3X4 ---- ----- ---- ----- ---- ---- 7 32.69 12.00 ---- ----- ---- ----- ---- ---- 0 • Ltllu 0 nvuJLm NI,X.vuIYl DH1KU/NILLIAMJ - Al/UKAU/Z/UU#) TOP CHORD 2x4.SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF' Stud :W1 2x6 HF 1650f -1.5E: TRUSS TRANSFERS 141.00 PLF ALONG TOP CHORD THROUGH TRUSS TO'SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. HORIZONTAL LOAD IS DESIGNED TO BE TRANSFERRED INTO CONTINUOUS BEARING. 7-6-0 a " - ALPINE —WARNING*• TRUSSES REDUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583.D'ONOFRIO OR,. SUITE 200, MADISDN. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING ,THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT"- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR `FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGW CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Q%,D w F J ( 7f C9P q y Jul 1 199 MO (: 800 D T C TIC BC B C L L DL . DL L L 20 . 10 .0 10.0 D . 0 P S F PSF PSF P S F R E F R6109-18760 DATE 07/14/99 DRW CAUSR6109 99195032 C A -ENG. BFR / G W H 1-10-6 t - * T OT AD. 40 . 0 P S F S E Q N - I1`11S UW6 PKLPAKLU FKUM CUMPU ILK 1NPU1 (LUAUS & UIMLNSIUNS) SUBMIIILU BY IRUSS MFH. ***LOADING ON THIS TRUSS CALCULATED BY JOB -DESIGNER, AND MODIFIED BY TRUSS FABRICATOR*** 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG,_ LOCATED ANYWHERE .IN ROOF,.100 MI FROM COAST•, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND, BC DL=O.O'PSF. (A) CONTINUOUS LATERAL BRACING EQUALLY. SPACED ON MEMBER. DEFLECTION MEETS,L/360.00 LIVE AND L/240.00 TOTAL LOAD. ` .PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X4 R=342 U=180 W=3.5" 9-8- W3X6 R=78 PLF U=15 PLF W=16-5-0 RH=+/-158 PLF 19-1-8 Over 3 Supports W3X4 4-0-0 8-0-0 R=315'U=180 W=3.5" A PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.375" Ft. a " - ALPINE —WARNING*• TRUSSES REDUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583.D'ONOFRIO OR,. SUITE 200, MADISDN. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING ,THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT"- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR `FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGW CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Q%,D w F J ( 7f C9P q y Jul 1 199 MO (: 800 D T C TIC BC B C L L DL . DL L L 20 . 10 .0 10.0 D . 0 P S F PSF PSF P S F R E F R6109-18760 DATE 07/14/99 DRW CAUSR6109 99195032 C A -ENG. BFR / G W H S P EC I F IC ATI O N PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO t - * T OT AD. 40 . 0 P S F S E Q N - 24707 Alpine Engineered Products, Inc. Sacramento, CA 95828 ;EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN.,POSITION CONNECTORS PER DRAWINGS 160 A -Z. •THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIIIG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILOING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. CJV1 P D U R :FAC . 1 .25 F R 0 M S B SPACING 2 4. 0" [991950321[?????][ALPINE][UBC CODE](A1/DRAG/2700#][01843/HOUSE ACCOUNT BAIRD/WILLIAMS] [TCLL 20.0)[TCDL 10.0)[BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1) [STD.AUTO.LOAD][OC 24.00][DF 1.25)[NM 1] [X-Loc][React][Size] 60 PLF @ 14.2 to 60 @ 32.5 [y=18.5][ 67%] [13.71][ 342][0.29) [15.21][ 1273][ -3h][16.42] [32.54][ 315][0.29] 20 PLF @ 13.7 to 20 @ 32.8 [y= 5.0][ O%] (drag 1-r][OC 24.00][DF 1.33][NM 1] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 14.2 to 60 @ 32.5 [y=18.5][ 67%) 1- 4 811 -858 0.01 0.54 0.55 2 4 SPF #1/#2 73.80 -0.24 Plywd 20 PLF @ 13.7 to 20 @ 32.8 [y= 5.0][ 0%) 4- 6 1047 -229 0.22 0.54 0.77 2 4 SPF #1/#2 76.52 -0.25 Plywd 141 PLF @ 14..2 to 141 @ 32.5 L [y= 9.5][100%] 6- 8 845 -870 0.01 0.55 0.56 3 4 SPF #1/#2 74.73 -0.24 Plywd -158 PLF @ 15.2 to -158 @ 31.6 L [y= 8.0][ 67%) 0- 3 1094 -587 0.23 0.19 0.42 3 4 SPF #1/#2 18.00 0.00 Diaph 3- 5 1097 -590 0.06 0.26 0:31 1 4 SPF #1/#2 96.75 0.00 Diaph [drag r-1][OC 24.00][DF 1.33][NM 1] 5- 7 1154 -588 0.06 0.26 0.32 1 4 SPF #1/#2 100.25 0.00 Diaph 60 PLF @ 14.2 to 60 @ 32.5 [y=18.5][ 67%] 7-10 1154 -588 0.24 0.21 0.46 2 4 SPF #1/#2 14.50 0.00 Diaph 20 PLF @ 13.7 to 20 @ 32.8 [y= 5.0][ 0%] -141 PLF @ 14.2 to -141 @ 32.5 L [y= 9.5)[100%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 158 PLF @ 15.2 to 158 @ 31.6 L (y= 8.0)[ 67%] 1- 2 0 0 0.00 2 6 HF 1650f-1. 86.50 0- 1 66 -136 0.06 3 6 HF 1650f-1. 86.50 [Wind Load #2][OC 24.00](DF 1.33][NM 1] 0- 4 622 -1102 0.45 3 4 HF Stud 78.07 1 CLB -30 PLF @ 14.2 to -30 @ 17.2 [y=18.5][100%) 4- 5 367 -1422 0.38 2 4 HF Stud 36.60 -24 PLF @ 17.2 to -24 @ 29.5 [y=18.5][100%) 5- 6 374 -1320 • 0.35 3 4 HF Stud 35.88 -30 PLF @ 29.5 to -30 @ 32.5 [y=18.5)[100%] 6-10 618 -1162 0.50 2 4 HF Stud 80.64 1 CLB -5 PLF @ 13.7 to -5 @ 32.8 [y= 5.0][ 0%] 8- 9 0 0 0.00 2 4 HF Stud 44.50 8-10 70 -144 0.05 1 4 HF Stud 44.50 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 13.71 8.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 1 13.94 9.74 W3X4 ---- ----- ---- ----- ---- ---- 2 13.94 15.50 ---- ----- ---- ----- ---- ---- 3 15.21 8.15 0.00 L/999 0.00 L/999 0.00 0.00 4 20.09 9.62 W3X8 ---- ----- ---- ----- ---- .---- 5 23.27 8.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.01 6 26.46 9.49 W3X8 ---- ----- ---- ----- ---- ---- 7 31.62 8.15 0.00 L/999 0.00 L/999 0.01 0.01' 8 32.69 9.36 W3X4 ---- ----- ---- ----- ---- ---- N O O (U164s-HLIUSL ACCUUNI BAIRD/WILLIAMS - A) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Stud :W1 2x6 HF 1650f -1.5E: :W2 2x4 SPF #1/#2: (A) CONTINUOUS'LATERAL BRACING EQUALLY SPACED ON MEMBER. TRUSS SUPPORTS VERTICAL LOADS ON TRUSS CHORDS ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING, INCLUDING BRACING AND RESISTANCE OF LATERAL WIND LOADS. 7-6-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.0.0 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. MAX JT VERT DEFL: LL: 0.22" DL: 0.22" (SEE DWG 579,000) RECOMMENDED CAMBER 3/8"_ SEE DWGS A7015E & GAB98117 FOR ADDITIONAL REQUIREMENTS. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. DDnO T h9- rnD rnMDI crr nDAini A r_c nc Dnnc W4X6 R=412 PLF U=140 PLF W=1-9-8 19-1-8 Over 2 Supports .T 1-5-14 I W3X8 = R=498 PLF U=167.PLF W=1-6-0 4-0-0 8-0-0 Note: All Plates Are W2X4 Except As'Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI(STD) CA/3/-/3/E/-/- Scale ALPINE, *WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND *BRSTITU TE, REFER D' ONOFRIO ORHAIISUITE NG 200TANADISOANDWORAC53719). PUFORSSAFDEBY PRACTI(TRUSSI PLATE OR TE PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - *`IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PR EDUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE IT TPI; Oft FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS INATIONAL DESIGN t fCLO'LD w y F `GJ U.P q.y 1 1 9 (jj J U 9 id0. (: D Ex 0. TC* TC BC B C L L DL OL L L 2 0. 10 .0 10.0 D. 0 PSF P S F P S F D P S F REF R6109-18762 DATE 07/14/99 D R W. CAUSR6109 99195005 CA -ENG B F R/ G W H _ - SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTE O. APPLY CONNECTORS TO * * T 0 T L D 40 P S F S E Q N - 49633 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTTPI I FOR995NSE TR TON CZL AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 9 C+1 -AFD . . .0 D U R .FAC . 1 .25 F R 0 M S B SPACING 2 4. 0" [99195005] [18762] [ALPINE) [UBC CODE] [A] [) [TCLL 20.0][TCDL 10.0][BCDL 10.0)[BCLL 0.0][DF 1.25][OC 24.0][NM 1] [X-Loc][React][Size] ===== [13.71][ 738][1.79] [31.33][ 747][1.50) EndPts MaxTen MaxComp AR BND CSI GLC S Grade 1- 3 1 0 0.00 0.10 0.10 1 4 SPF ##1/#2 3- 7 8 -3 0.00 0.30 0.30 1 4. SPF ##1/##2 7-10 948 -2544 0.20 0.07 0.27 2 4 SPF ##1/##2 10-12 949 -2546 0.09 0.30 0.39 1 4 SPF ##1/##2 12-13 10 -22 0.00 0.46 0.46 1 4 SPF ##1/##2 0- 6 2400 -905 0.36 0.27 0.63 1 4 SPF 1650f-1.5 6- 8 2397 -904 0.36 0.23 0.59 1 4 SPF 1650f-1.5 8- 9 2423 -913 0.36 0.21 0.57 1 4 SPF 1650f-1.5 9-11 2571 -962 0.38 0.09 0.47 1 4 SPF 1650T-1.5 11-15 2521 -951 0.38 0.18 0.55 1 4 SPF 1650f-1.5 0- 4 941 -2491 0.66 0.12 0.78 1 4 SPF ##1/##2 4- 5 920 -2444 0.20 0.53 0.73 1 4 SPF ##1/##2 5- 7 932 -2467 0.21 0.53 0.74 1 4 SPF ##1/##2 [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] 60 PLF @ 14.2 to 60 @ 32.5 [y=18.5][ 67%) 20 PLF @ 13.7 to' 20 @ 32.8 [y= 5.0][ OX] Length Pitch Brace [Wind Load #p2][OC 24.00][DF 1.33][NM 1] 16.04 -0.21 Plywd -30 PLF @ 14.2 to -30 @ 17.2 [y=18.5][100X] 62.51 -0.25 Plywd -24 PLF @ 17.2 to -24 @ 29.5 [y=18.5][100X] 33.51 -0.25 Plywd -30 PLF @ 29.5 to -30 @ 32.5 [y=18.5][100X] 38.26 -0.25 Plywd -5 PLF @ 13.7 to -5 @ 32.8 [y= 5.0][ OX] 74.73 -0.24 Plywd________________________ 66.75 0.00 Diaph 16.00 0.00 Diaph 32.00 0.00 Diaph 32.00 0.00 Diaph 82.75 0.00 Diaph 76.49 -Bending Web - 76.49 -Bending Web - 76.49 -Bending Web- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 2 6 HF 1650f-1. 86.50 0- 1 7 0 0.00 1 6 HF 1650f-1. 86.50 7- 9 135 -39 0.05 1 4 HF Stud 36.34 9-12 16 -31 0.01 1 4 HF Stud 35.88 12-15 962 -2557 0.67 1 4 HF Stud 80.64 2 CLB 13-14 0 0 0.00 2 4 HF Stud 44.50 13-15 75 -156 0.06 1 4 HF Stud 44.50 3- 4 98 -225 0.04 1 4 HF Stud 13.35 5- 6 72 -157 0.03 1 4 HF Stud 12.67 7- 8 310 -114 0.11 1 4 HF Stud 17.65 9-10 30 -95 0.02 1 4 HF Stud 16.89 11-12 138 -32 0.05 1 4 HF Stud 17.28 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 13.71 8.15 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 1 13.94 9.74 W3X4 ---- ----- ---- ----- ---- ---- 2 13.94 15.50 ---- ----- ---- ----- ---- ---- 3 15.27 9.72 W2X4 ---- ----- ---- ----- ---- ---- 4 15.29 8.61 W2X4 ---- ----- ---- ----- ---- ---- 5 19.25 9.20 W2X4 ---- ----- ---- ----- ---- ---- 6 19.27 8.15 W2X4 0.22 L/999 0.44 L/525 0.01 0.02 7 20.48 9.61 W8X10 ---- ----- ---- ----- ---- ---- 8 20.60 8.15 W2X4 0.20 L/999 0.41 L/562 0.01 0.03 9 23.27 8.15 W3X8 0.21 L/999 0.43 L/537 0.02 0.04 10 23.27 9.55 W2X4 ---- ----- ---- ----- ---- ---- 11 25.94 8.15 W2X4 0.20 L/999 0.41 L/566 0.02 0.05 12 26.46 9.49 W8X12 ---- ----- ---- ----- ---- ---- 13 32.69 9.36 W3X4 ---- ----- ---- ----- ---- ---- 14 32:69 12.00 ---- ----- ---- ----- ---- ---- N O ta.104v3-FIUU -t AL(,UUNI bA1KU/WILLIAMS - 87) TOP CHORD 2x4 SPF 2100f'1.8E BOT CHORD 2x6 HF 1650f -1.5E WEBS 2x4 HF Stud :W2, W11 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0,.70" DUE TO LIVE LOAD AND 0.71" DUE TO DEAD LOAD AT X = 15-08-01. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. MAX JT VERT DEFL: LL: 0.70" DL: 0.71" (SEE DWG 579,000) RECOMMENDED CAMBER 1 1/4" PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 5-6-0 W6X8 W05= W5X4= W2 W3X4 = 0.25 _ W2X4 III W4X14 = W4X4 - 143X4 - W4X4 HS414 = 32-9-8 Over 2 Support R=1294 U=430 W=3.5 W 5 X 8 = W3X6 5-6-0 Wil 2 2 2 t +8-0-0 W5X8 = 142X4 III R=1294 U=430 W=3.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.1875" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. OL W t, (C` ,7 TC LL 20 . 0 P S F R E F R6109-18764 583 1) IOFRIO DR., SUITE 200. MADISON, NI 53719), FOR. SAFE TY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP Gi l CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS• BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. GiP TC OL 10 .0 PSF DATE 07/14/99 ' *IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *PRODUCTS, Ju 19 9 9 B C DL 10.0 D R W CAUSR6109 99195006 INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO - No. 005 .PSF BUILD THE TRUSSES IN CONFORMANCE WITH TPI; -OR FABRICATING HANDLING. SHIPPING. INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS ( N ATIONAL, DE S IGH .Ea 3 p B C L L 0.0 P S F CA -ENG B F R/ G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIAT1011J AND "1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * 7f TOT . L D . 40 .0 PSF S E Q N - 49704 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FAC E OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTANSEPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ,A _/ CI /I . Q' CALIFS D U R . FAC . 1.25 FROM S B SPACING 24. 0" [99195006] [18764] [ALPINE] [UBC CODE] [B7] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [X-Loc][React][Size] ==___ [ 0.00][ 1294][0.29] [32.50][ 1294][0.29] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 2- 4 1195 -3249 0.13 0.36 0.49 1 4 SPF 2100f-1.8 75.62 0.52 4- 6 2380 -6474 0.41 0.28 0.69 1 4 SPF 2100f-1.8 73.85 0.25 6- 9 2626 -7163 0.49 0.36 0.86 1 4 SPF 2100f-1.8 73.85 0.25 9-11 2185 -5945 0.23 0.38 0.61 1 4 SPF 2100f-1.8 73.85 0.25 11-13 1125 -3067 0.17 0.60 0.76 1 4 SPF 2100f-1.8 92.95 0.02 0- 3 182 -69 0.02 0.07 0.09 1 6 HF 1650f -1.5E 40.42 0.00 3- 5 5347 -1993 0.51 0.15 0.66 1 6 HF 1650f -1.5E 73.83 0.00 5- 7 7230 -2666 0.69 0.17 0.86 1 6 HF 1650f -1.5E 73.83 0.00 7- 8 6863 -2529 0.65 0.13 0.78 1 6 HF 1650f -1.5E 8.67 0.00 8-10 6863 -2529 0.65 0.15 0.80 1 6 HF 1650f -1.5E 65.17 0.00 10-12 4849 -1804 0.46 0.12 0.58 1 6 HF 1650f -1.5E 73.83 0.00 12-15 108 -41 0.01 0.07 0.08 1 6 HF 1650f -1.5E 57.75 0.00 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4' HF Stud 60.50 0- 2 473 -1242 0.74 1 4 HF Stud 60.50 2- 3 3198 -1172 0.72 1 4 SPF #1/#2 44.67 3- 4 867 -2277 0.57 1 4 HF Stud 33.19 4- 5 1211 -416 0.42 1 4 HF Stud 38.41 5- 6 317 -836 0.25 1 4 HF Stud 38.86 6- 7 47 -80 0.02 1 4 HF Stud 38.86 7- 9 328 -105 0.11 1 4 HF Stud 39.37 9-10 385 -1028 0.31 1 4 HF Stud 39.37 10-11 1238 -431 0.43 1 4 HF Stud 39.93 11-12 770 -2021 0.62 1 4 HF Stud 39.93 12-13 3138 -1150 0.71 1 4 SPF #1/#2 56.89 13-14 0 0 0.00 2 4 HF Stud 60.50 13-15 473 -1236 0.74 1 4 HF Stud 60.50 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 8.23 W2X4 ---- ----- ---- ----- ---- ---- 1 0.15 13.50 ---- ----- ---- ----- ---- ---- 2 0.15 9.21 W6X8 ---- ----- ---- ----- ---- ---- 3 3.37 8.23 W4X14 0.25 L/999 0.51 L/773 0.00 0.00 4 6.44 9.49 W4X5 ---- ----- ---- ----- ---- ---- 5 9.52 8.23 W4X4 0.59 L/666 1.19 L/332 0.02 0.03 6 12.59 9.62 W3X4 ---- ----- ---- ----- ---- ---- 7 15.67 8.23 W3X4 0.70 L/560 1.41 L/279 0.04 0.08 8 16.40 8.23 HS414 0.70 L/561 1.41 L/279 0.04 0.08 9 18.75 9.74 W5X4 ---- ----- ---- ----- ---- ---- 10 21.83 8.23 W4X4 0.59 L/665 1.19 L/331 0.06 0.12 11 24.90 9.87 W3X6 ---- ----- ---- ----- ---- ---- 12 27.98 8.23 W5X8 0.31 L/999 0.62 L/635 0.07 0.15 13 32.65 9.89 W5X8 ---- ----- ---- ----- ---- ---- 14 32.65 13.50 ---- ----- ---- ----- ---- ---- [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 11 60 PLF @ 0.3 to 60 @ 32.5 [y=16.5][ 67%] 20 PLF @ 0.0 to 20 @ 32.8 [y= 5.0][ 0%] Brace [Wind Load #2][OC 24 00][DF 1.33][NM 1] Plywd -30 PLF @ 0.3 to -30 @ 3.5 [y=16.5][100%] Plywd -24 PLF @ 3.5 to -24 @ 29.3 [y=16.5][100%] Plywd -30 PLF @ 29.3 to -30 @ 32.5 [y=16.5][100%] Plywd -5 PLF @ 0.0 to -5 @ 32.8 [y= 5.0][ O%] Plywd Diaph Diaph Diaph Diaph Diaph Diaph Diaph . kQ104J-nvUZ)t ALL UUNI bA1KU/WILLIAMS 66) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF.#1/#2 2 Complete Trusses Required BOT CHORD 2x4 SPF 1650f=1.5E WEBS 2x4 HF Stud NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12" o.c. 70 MPH WIND, 15.00 FT,MEAN HGT, ASCE 7-93, CLOSED BLDG,. WEBS 1 ROW, @ 4" o.c. LOCATE-0"ANYWHERE IN ROOF, 100 MI FROM COAST, USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS CAT I,..EXP C,.WIND TC DL=O.'O PSF, WIND BC DL=0.0 PSF. IN EACH ROW TO AVOID SPLITTING.. MAX JT -"VERT DEFL: LC 0.64" DL' 0.64" (SEE DWG .579,000) DEFLECTIOW.MEETS L/360.00 LIVE AND -L/240.00 TOTAL LOAD. t RECOMMENDED, CAMBER 1 1/8"' CALCULATED -'VERTICAL DEFLECTION IS 0.64" DUE TO LIVE LOAD 'PROVIDE FOR COMPLETE DRAINAGE'OF ROOF., a AND 0.64" DUE TO DEAD LOAD AT X = 18-09-00. W5X6 = - W4X5 5 6-0 W4X5 = 0,25 _ W4X4 = W4X4 5-6-0 2-11-13 I 1 -,k 8-0-0 A W2X4 III W4X5 - HS2510 = W4X4 W4X4 = W2X4 III 0-8-0 . •se' 37-6-0 Over 2'Supports R=1450 U=480 W=3.5" R=1515 U=51O'W=3.5" Note: All Plates Are W3X4 Except As Shown. PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/3-/-/3/E/-/- Scale =.1875" Ft. —WARNING- TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING,. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 0V0 w t, `y TC LL 20.0 P S F R E F R6109-18765 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON,. NI 53719). FOR SAFETY PRACTICES PRIOR TO ,1 PERFORMPNG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED GJ P TC DL 10.0 P S F DATE 07/14/99 -STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. J u l 1 19 9 9 -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 10.0 PSF D R W CAUSR6109 99195031 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO N0. 800 5 BUILD THE TRUSSES IN CONFORMANCE MITH TPI: -OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. •THIS DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Ex BC ILL 0. 0 P S F C A =ENG_. BFR / G W H SPECIFICATION PUBLISHED By THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE -CONNECTORS ARE MADE OF 20GA ASTM AS 53 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . 40.-0, PSF S E Q N - 49654 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING C1VI1- Q' D U R . FAC . 1.25 F R 0 M S8 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR TRE TRUSS COMPONENT OESIG1l SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF C; IFC i ANSIJTPI 11995 SECTION 2. SPACING 24.0 [99195031] [18765] [ALPINE] [UBC CODE] [B6] [] [TCLL 20.0][TCOL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 2] [X-Loc][React][Size] ===== [ 0.00][ 1450)[0.29] [36.54][ 1515][0.29] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 1- 4 1304 -3540 0.09 0.29 0.37 1 4 SPF #1/#2 75.62 0.52 4- 6 2662 -7238 0.29 0.23 0.52 1 4 SPF #1/#2 73.85 0.25 6- 8 .3098 -8451 0.38 0.29 0.67 1 4 SPF #1/#2 73.85 0.25 8-11 2821 -7700 0.32 0.24 0.56 1 4 SPF #1/#2 73.85 0.25 11-13 1970 -5370 0.15 0.19 0.34 1 4 SPF #1/#2 73.85 0.25 13-15 659 -1786 0.01 0.15 0.16 1 4 SPF #1/#2 64.10 0.25 15-17 15 -33 0.00 0.11 0.11 1 4 SPF #1/#2 11.64 -1.61 0- 3 193 -73 0.01 0.03 0.04 1 4 SPF 1650f-1.5 40.42 0.00 3- 5 5849 -2180 0.44 0.09 0.53 1 4 SPF 1650f-1.5 73.83 0.00 5- 7 8234 -3033 0.62 0.10 0.71 1 4 SPF 1650f-1.5 73.83 0.00 7- 9 8411 -3096 0.63 0.09 0.72 1 4 SPF 1650f-1.5 36.92 0.00 9-10 8411 -3096 0.63 0.09 0.72 1 4 SPF 1650f-1.5 36.92 0.00 10-12 6818 -2510 0.51 0.07 0.58 1 4 SPF 1650f-1.5 73.83 0.00 12-14 3806 -1412 0.28 0.06 0.34 1 4 SPF 1650f-1.5 73.83 0.00 14-16 278 -111 0.02 0.03 0.05 1 4 SPF 1650f-1.5 30.67 0.00 16-19 2 -1 0.00 0.03 0.03 1 4 SPF 1650f-1.5 9.75 0.00 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 62.50 0- 1 543 -1426 0.28 1 4 HF Stud 62.50 1- 3 3516 -1292 0.61 1 4 HF Stud 38.54 3- 4 961 -2531 0.38 1 4 HF Stud 39.01 4- 5 1509 -523 0.26 1 4 HF Stud 39.01 5- 6 414 -1111 0.17 1 4 HF Stud 39.54 6- 7 234 -69 0.04 1 4 HF Stud 39.54 7- 8 40 0 0.01 1 4 HF Stud 40.11 8-10 311 -807 0.13 1 4 HF Stud 40.11 10-11 1005 -354 0.17 1 4 HF Stud 40.74 11-12 622 -1666 0.26 1 4 HF Stud 40.74 12-13 1820 -649 0.32 1 4 HF Stud 41.41 13-14 881 -2363 0.38 1 4 HF Stud 41.41 14-15 1993 -724 0.35 1 4 HF Stud 33.79 15-16 609 -1576 0.16 1 4 HF Stud 20.17 16-17 123 -59 0.02 1 4 HF Stud 20.79 17-18. 0 0 0.00 1 4 HF Stud 62.50 17-19 14 -30 0.01 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 8.15 W2X4 ---- ----- ---- ----- ---- ---- 1 0.15 9.21 W4X5 ---- ----- ---- ----- ---- ---- 2 0.15 13.50 ---- ----- ---- ----- ---- ---- 3 3.37 8.15 W4X5 0.21 L/999 0.42 L/999 0.00 0.00 4 6.44 9.49 W3X4 ---- ----- ---- ----- ---- ---- 5• 9.52 8.15 W3X4 0.50 L/881 1.00 L/439 0.01 0.03 6 12.59 9.62 W3X4 ---- ----- ---- ----- ---- ---- 7 15.67 8.15 W3X4 0.63 L/698 1.27 L/348 0.03 0.07 8 18.75 9.74 W5X6 ---- ----- ---- ----- ---- ---- 9 18.75 8.15 HS2510 0.64 L/693 1.28 L/345 0.04 0.09 10 21.83 8.15 W3X4 0.59 L/746 1.19 L/371 0.05 0.11 11 24.90 9.87 W3X4 ---- ----- ---- ----- ---- ---- 12 27.98 8.15 W4X4 0.41 L/999 0.82 L/540 0.07 0.14 13 31.05 10.00 W4X4 ---- ----- ---- ----- ---- ---- 14 34.13 8.15 W4X4 0.13 L/999 0.26 L/999 0.08 0.16 15 36.39 10.11 W4X4 ---- ----- ---- ----- ---- ---- 16 36.69 8.15 W3X4 0.00 L/999 0.00 L/999 0.08 0.16 17 37.35 9.98 W05 ---- ----- ---- ----- ---- ---- 18 37.35 13.50 ---- ----- ---- ----- ---- ---- [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 2] 60 PLF @ 0.3 to 60 @ 37.2 [y=16.5][ 67%) 20 PLF @ 0.0 to 20 @ 37.5 [y= 5.0][ 0%) Brace [Wind Load #2][OC 24.00][DF 1.33][NM 2] Plywd -30 PLF @ 0.3 to -30 @ 4.0 [y=16.5][100%] Plywd -24 PLF @ 4.0 to -24 @ 33.5 [y=16.5][100%] Plywd -30 PLF @ 33.5 to -30 @ 37.2 [y=16.5][100%] Plywd -5 PLF @ 0.0 to -5 @ 36.8 [y= 5.0)[ 0%] Plywd Plywd Plywd Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph .IV104J'nUUat AUL UUNI bAIKU/WILLIAMS - 134) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS).SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x4 HF Stud :W2, W4, W6 2x4 SPF #1/#2: CAT I; EXP C, WIND TC DL=O.O PSF, WIND BC DL=0.0 PSF. PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI(STD MAX JT VERT DEFL: LL: 0,31" DL: 0.31" (SEE DWG 579,000) (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. RECOMMENDED CAMBER, 1/2" "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND •BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHDo.ISE INDICATED, TOP CM ORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTfl ACTOR. ALPINE INE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TNI$ DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONF ORNANCE WITN TPI; OR FABR ICATIHG, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN . SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPOCOMPONENTIFORYANYLELY FOR PARTICULARSTR USSBUILDINGOIS THETRESPONSIBIESIGN EITYWN. OF THE BUILDItIG1DESIGNA NoER. PER THIS ANSI/TPI 1.1995 SECTION 2. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 5-6-0 W2X4 III — HJL51U = "UA -LV = W2X4 III 5-6-0 T 2-0-9 -h-8-0-0 E. 22-6-0 Over ,2 Supports R=882 U=290 W=3.5" R=883 U=290 W=3.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI(STD CA/3/-/3/E-/-/- Scale =.25" Ft. ALPINE _ _ AIPIRO Engineered A 958 CIS, Inc. Sacramento, CA95828 "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND •BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHDo.ISE INDICATED, TOP CM ORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTfl ACTOR. ALPINE INE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TNI$ DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONF ORNANCE WITN TPI; OR FABR ICATIHG, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN . SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPOCOMPONENTIFORYANYLELY FOR PARTICULARSTR USSBUILDINGOIS THETRESPONSIBIESIGN EITYWN. OF THE BUILDItIG1DESIGNA NoER. PER THIS ANSI/TPI 1.1995 SECTION 2. ` W W. •1 UiP I .y Jul5 1 9 9 9 N P B o. 5 * * ( ST CIVIL P '9j OF CALICO TC LL T I C DL B C D L p D C LL, ' T 0 T . L D . 20.0 10.0 10.0 0.0 40. 0 PSF P S F R S F P S F P S F REF DATE D R W' CA -ENG S E O N _ R6109-18767 07/14/99 CAUSR6109 99195007 B F R/ G W H - 49661 D U R FAC. 1.25 F R 0 M S B SPACING 24.0" [99195007] [18767] [ALPINE] [UBC CODE] [B4) [] (TCLL 20.0)[TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] ====Bearings=== [X-Loc][React][Size] ____= 60 PLF @ 4.3 to 60 @ 26.2 [y=16.5][ 67%] [ 4.00][ 882][0.29] [26.21][ 883][0.29] 20 PLF @ 4.0 to 20 @ 26.5 [y= 5.0)[ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load=#2][OC 24 00](DF 1.33)[NM 1] 1- 4 1213 -3264 0.18 0.58 0.76 1 4 SPF 2100f-1.8 90.03 0.48 Plywd -30 PLF @ 4.3 to -30 @ 7.3 [y=16.5][100%] 4- 6 1127 -3029 0.06 0.37 0.43 1 4 SPF 2100f-1.8 88.27 0.25 Plywd -24 PLF @ 7.3 to -24 @ 23.2 [y=16.5][100%] 6- 8 1115 -2997 0.19 0.68 0.86 1 4 SPF 1650f-1.5 88.29 0.01 Plywd -30 PLF @ 23.2 to -30 @ 26.2 [y=16.5][100%] 0- 3 103 -41 0.02 0.23 0.25 1 4 SPF #1/#2 88.25 0.00 Diaph -5 PLF @ 4.0 to -5 @ 26.5 [y= 5.0][ 0%) 3- 5 3324 -1238 0.75 0.17 0.92 1 4 SPF #1/#2 46.75 0.00 Diaph 5- 7 3324 -1238 0.75 0.17 0.92 1 4 SPF #1/#2 45.00 0.00 Diaph 7-10 74 -29 0.02 0.22 0.23 1 4 SPF #1/#2 90.00 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 62.50 0- 1 324 -822 0.52 1 4 HF Stud 62.50 1- 3 3191 -1182 0.72 1 4 SPF #1/#2 85.18 1 CLB 3- 4 152 -356 0.07 1 4 HF Stud 13.91 4- 7 115 -306 0.31 1 4 SPF #1/#2 87.12 6- 7 176 -421 0.08 1 4 HF Stud 15.79 7- 8 3019 -1121 0.68 1 4 SPF #1/#2 85.90 1 CLB 8- 9 0 0 0.00 1 4 HF Stud 62.50 8-10 324 -822 0.52 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 4.00 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 1 4.15 9.30 W6X8 ---- ----- ---- ----- ---- ---- 2 4.15 13.50 ---- ----- ---- ----- ---- ---- 3 11.35 8.15 W6X8 0.27 L/999 0.53 L/505 0.00 0.00 4 11.64 9.60 W3X4 ---- ----- ---- ----- ---- ---- 5 15.25 8.15 HS2510 0.31 L/884 0.61 L/439 0.01 0.02 6 19.00 9.75 W5X4 ---- ----- ---- ----- ---- ---- 7 19.00 8.15 W6X10 0.25 L/999 0.50 L/544 0.02 0.04 8 26.35 9.75 W5X8 ---- ----- ---- ----- ---- ---- 9 26.35 13.50 ---- ----- ---- ----- ---- ---- .Ialiv .' .v1 —IRU/WILL IHI-IJ - DL) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF 1650f-1.5E WIEBS-.2x4 HF Stud :W2, W5 2x4 SPF #1/#2: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 5 6-0 W3X10- I1 -11S UWG PKtF'AKtU VKUM LUMF'UItK INPUI (LUAUS.ty LI MtNSIUNS) SUBM111LD BY TRUSS MFR 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. MAX JT VERT DEFL: LL: 0.23" DL: 0.23" (SEE DWG 579,000.)' RECOMMENDED CAMBER 3/8" PROVIDE FOR COMPLETE DRAINAGE .OF ROOF, 5-6-0 1-10-12 - k,-8-0-0 W4X6 WbAb fE 21-0-0 Over 2 Supports R=822 U=270 W=3.5" R=822 U=270 W=3.5y PLT TYP. Wave TPI -95 Criteria: Design TPI STD CA/3/-/3/E/-/- Scale =.25" Ft. • "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ' BRACING. REFER T?(HANDLING INSTALLING AND BRACING): PUBLISHED BY TPI (TRUSS PLATE -INSTITUTE. pLD W, ti F- TC LL 20.0 P S F- R E F R6109-18769 - ONO 583 O'ONOFRIO OR., SUI TE 200• MAOI SON, NI . 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _ P J I 1 TC DL 10.0 PSF DATE 07/14/,99 - "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED U 5 1999 BC DL -10.0 PSF DRW CAUSR6109 99195008 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO. C• 800 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS MIT" APPLICABLE PR OV ISIOHS OF NDS (NATIONAL DESIGN DB2 • B C L L 0.0 P S F C A -ENG BFR / G W H $P ECIFICATI0 PUBLISHED BY TME AHER IC -0ORESY AND PAPER ASSOCIATION) AND TPI. ALPINE " CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTE O. APPLY CONNECTORS To i •* T 0 T L D 40.0 P S F S E 0 N - 49669 EACH FACE OF TRUSS• AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER . . _ DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCE P TAIL CE OF PROFESSIONAL ENGINEERING ( /• CIVIi- OUR FAC. 1 FR0M S8 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9) . .25 Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILOING DESIGNER, PER QF C (\F ANSI/TPI 1-1995 SECTION 2. SPACING 24.0" [99195008] [18769] [ALPINE] [UBC CODE) [B2] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0)[BCLL 0.0][DF 1.25][OC 24.0][NM 1] ' [STD.AUTO.LOAD)[OC 24.00][DF 1.25][NM 1] [X-Loc][React][Slze] ____= 60 PLF @ 5.8 to 60 @ 26.2 [y=16.5][ 677) [ 5.50][ 822][0.29] [26.21][ 822)[0.29] 20 PLF @ 5.5 to 20 @ 26.5 [y= 5.0][ 07) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load #2)[OC 24 00][DF 1.33)(NM 1) _ 1- 3 10 -21 0.00 0.51 0.51 1 4 SPF #1/#2 82.23 0.24 Plywd -30 PLF @ 5.8 to -30 @ 8.8 [y=16.5][100%] 3- 5 1067 -2923 0.24 0.40 0.64 1 4 SPF #1/#2 84.02 0.25 Plywd -24 PLF @ 8.8 to -24 @ 23.2 [y=16.5][1007] 5- 6 9 -18 0.00 0.52 0.52 1 4 SPF #1/#2 82.30 0.24 Plywd -30 PLF @ 23.2 to -30 @ 26.2 [y=16.5][1007] 0- 4 2758 -1042 0.41 0.36 0.77 1 4 SPF 1650f-1.5 126.00 0.00 Diaph -5 PLF @ 5.5 to -5 @ 26.5 [y= 5.0)[ 07] 4- 8 2519 -951 0.38 0.36 0.73 1 4 SPF 1650f-1.5 126.00 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0:00 2 4 HF Stud 62.50 0- 1 79 -164 0.10 1 4 HF Stud 62.50 0- 3 1056 -2800 0.62 1 4 SPF #1/#2 88.14 2 CLB 3- 4 173 -25 0.06 1 4 HF Stud 39.95 4- 5 440 -125 0.15 1 4 HF Stud 40.73 5- 8 970 -2571 0.57 1 4 SPF #1/#2 87.65 2 CLB 6- 7 0 0 0.00 1 4 HF Stud 62.50 6- 8 78 -161 0.10 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 5.50 8.15 W3X10 0.00 L/999 0.00 .L/999 0.00 0.00 1 5.65 9.47 W3X4 ---- ----- ---- ----- ---- ---- 2 5.65 13.50 ---- ----- ---- ----- ---- ---- 3 12.50 9.61 W3X8 ---- ----- ---- ----- ---- ---- 4 16.00 8.15 W5X6 0.23 L/999 0.46 L/549 0.02 0.04 5 19.50 9.76 W5X8 ---- ----- ---- ----- ---- ---- 6 26.35 9.90 W3X4 ---- ----- ---- ----- ---- ---- 7 26.35 13.50 ---- ----- ---- ----- ---- ---- U%LRU/W1LL1A1.13 131) IH1S UW6 PKLPAKtU FKUM CUMPUIER 1NPUI (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x4 HF Stud :W2, W4 2x4 SPF #1/#2: CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 5 6 0 W2X4 III . 025 W4X6 = 5-6-0 ' W05=' 2-0-'9 W4 +8-0-0 W5X8 W2X4 III W2X4 III 15-6-0 Over 2 Supports R=602 U=200 W=3.5" R=602 U=200 W=3..5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.375" Ft. *'WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING -REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI '(TRUSS PLATE OS -0W. t, ( `y TC LL 20.0 PSF REF R6109-18770 INSTITUTE,, SB 3, 0'0NOFRIO OR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO •1 n PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED y P - `YZ TC DL 19 .0 PSF DATE 07/14/99 • STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACH EO RIGID CEILING. - *'IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED- Jul 1999 BC DL 10 .6- PSF DRW CAUSR6109 99195009 PRODUCTS, INC. SHALL :NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 00 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND B B C L L Q. D P S F CA -ENG B F R/ G W H ..ALP I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT . L D . 40 .0 PSF S E Q N - 49673 EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ( DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PRUITAOFESSIONAL ENGINEERING /• C,IV 1- P D U R .-FAC . 1 .25 FROM SB PonAlpine Engineered Products, Inc. COMPONENSIT IFORMANYSo EPARTICULAREL ETR SBUILDINGOISOTHETREESPONSIBILLITY OF THE BUILDIINGIT AND U DESIGNER, OF PER THIS Qj OF Sacramento, CAA 9582 95828 ANSI/TP1 1 1995 SEC TT ON 2. ` SPACING 24. 0 " [99195009] [18770] [ALPINE] [UBC CODE] [B1] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0](NM 1] [STD.AUTO.LOAD](OC 24.00](OF 1.25][NM 1] ===Bearings=== [X-Loc][React][Size] ____= 60 PLF @ 11.3 to 60 @ 26.2 (y=16.5][ 67%) [11.00][ 602][0.29] [26.21][ 602][0.29] 20 PLF @ 11.0 to 20 @ 26.5 [y= 5.0][ 0%] EndPts MaxTen MaxComp AR BND CSI GLC S Grade Length Pitch Brace [Wind Load #2][OC 24 00][DF 1.33][NM 1] 1- 3 718 -1812 0.15 0.80 0.95 1 4 SPF #1/#2 91.29 0.48 Plywd -35 PLF @ 11.3 to -35 @ 14.3 [y=16.5][100%] 3- 5 714 -1803 0.15 0.80 0.95 1 4 SPF #1/#2 91.29 0.02 Plywd -25 PLF @ 14.3 to -25 @ 23.2 [y=16.5][100%] 0- 4 60 -27 0.01 0.21 0.23 1 4 SPF #1/#2 93.00 0.00 Diaph -35 PLF @ 23.2 to -35 @ 26.2 [y=16.5][100%] 4- 7 49 -21 0.01 0.21 0.23 1 4 SPF #1/#2 93.00 0.00 Diaph -5 PLF @ 11.0 to -5 @ 26.5 [y= 5.0][ 0%) EndPts MaxTen MaxComp AR GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 62.50 0- 1 238 -542 0.34 1 4 HF Stud 62.50 1- 4 1769 -697 0.72 2 4 SPF #1/#2 88.35 3- 4 220 -487 0.09 1 4 HF Stud 15.72 4- 5 1793 -708 0.74 2 4 SPF #1/#2 88.86 5- 6 0 0 0.00 1 4 HF Stud 62.50 5- 7 237 -540 0.34 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 11.00 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 1 11.15 9.44 W4X5 ---- ----- ---- ----- ---- ---- 2 11.15 13.50 ---- ----- ---- ----- ---- ---- 3 18.75 9.74 W2X4 ---- ----- ---- ----- ---- ---- 4 18.75 8.15 W5X8 0.11 L/999 0.22 L/850 0.00 0.00 5 26.35 9.75 W4X6 ---- ----- ---- ----- ---- ---- 6 26.35 13.50 ---- ----- ---- ----- ---- ---- N rn O (ultl4r nvuJt AL.I.UUNI bA1KU/WILLIAMS - B) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #11#2 WEBS" 2x4 HF Stud- . t DEFLECTION MEETS L/360.00 LIVE AND L/240..00 TOTAL LOAD. FASTEN RATED SHEATHING TO ONE FACE OF THIS TRUSS. THIS TRUSS DESIGNED TO SUPPORT VERTICAL LOADS ONLY. TRUSS HAS NOT BEEN DESIGNED TOFORLONGITUDINAL FORCES. 5-6-0 J , TI4IS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C., WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF.' SEE DWGS A7015E & GAB98117 FOR ADDITIONAL REOUIREMENTS.. ' PROVIDE FOR COMPLETE DRAINAGE OF ROOF, r . ♦ A 5=6-0 1-11-1 8-0-O - I O . fE r 15-6-0 Over Continuous Support R=77 PLF W=15-6-0 r' Note: All Plates Are W2X4 Except As Shown. PLT TYP. Wave TPI -95 `Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.375" Ft. -WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND T C L L 20 . 0 P S F R E F R6109-18772 BRACING. REFER TO HIB -91 (HANDNG INSTALLING AND BRACING), PUBLISHED BY TPI- (TRUSS PLATE OL0 / t, (C`y ^ INSTITUTE,. 583 D'ONOFRIO DRLI ., SUI TE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO ,7n PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD' SHALL HAVE PROPERLY ATTACHED GIP ` TC DL - 10.0 PSF DATE 07/14./99 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Jul5 '1999 " IMPORTANT* FURNISH A COPY OF THIS DESIGN TO -THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L- 1 0 ..0 P S F D R W CAUSR6109 99195010' „ PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 00 5 _ BUILD THE TRUSSES IN CONF0 MANCE MITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND EM , p C L L 0 . 0 P S F CA -ENG B F R / GW H AL P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN' SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT . L D .' 40 .0 P S F S E O N - 4 9 6 8 6 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION CONNECTORS PER. - ORANINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING . civet. COMPONE I OIL I TYASOLPART FOUL ARES TRUSS COI SOTHE TR ESPONSI SHOWN, OF THE BU ILDINGIDES IGNE R SEPORF THIS '9J`. OF P D U R .FAC . 1 . 25 FROM S B Alpine Engineered Products, Inc. C Sacramento, CA 95828 ANSI/TPF 11995 SECTION 2. CAuF SPACING 24.0" [99195010] [18772] [ALPINE] [UBC CODE] [B] [] [TCLL '20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 11 [X-Loc][React][Size] [11.00][ 1199][15.50] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 1- 3 1 -2 0.00 0.01 0.01 1 4 SPF #1/#2 11.22 0.21 3- 5 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 5- 7 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 7- 9 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 9-11 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 11-13 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 13-15 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 15-17 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 17-19 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 19-21 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 21-23 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 16.00 0.25 23-26 0 -1 0.00 0.01 0.01 1 4 SPF #1/#2 11.29 0.21 0- 4 2 -1 0.00 0.00 0.01 1 4 SPF #1/#2 11.25 0.00 4- 6 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 6- 8 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 8-10 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 10-12 1 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 12-14 1 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 14-16 1 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 16-18 1 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 18-20 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 20-22 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 22-24 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 16.00 0.00 24-25 0 0 0.00 0.00 0.00 1 4 SPF #1/#2 11.25 0.00 0- 1 9 -15 0.00 0.01 0.01 1 4 HF Stud 17.32 -Vert- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 4 HF Stud 62.50 3- 4 41 -70 0.01 1 4 HF Stud 17.52 5- 6 48 -82 0.02 1 4 HF Stud 17.85 7- 8 35 -80 0.02 1 4 HF Stud 18.19 9-10 32 -80 0.02 1 4 HF Stud 18.52 11-12 33 -80 0.02 1 4 HF Stud •18.85 13-14 33 -80 0.02 1 4 HF Stud 19.19 15-16 33 -80 0.02 1 4 HF Stud 19.52 17-18 32 -80 0.02 1 4 HF Stud 19.85 19-20 35 -80 0.02 1 4 HF Stud 20.19 21-22 48 -82 0.02 1 4 HF Stud 20.52 23-24 42 -72 0.01 1 4 HF Stud 20.85 26-27 0 0 0.00 1 4 HF Stud 62.50 25-26 8 -14 0.01 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 11.15 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 1 11.15 9.59 143X4 ---- ----- ---- ----- ---- ---- 2 11.15 13.50 ---- ----- ---- ----- ---- ---- 3 12.08 9.61 W2X4 ---- ----- ---- ----- ---- ---- 4 12.08 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 5 13.41 9.63 W2X4 ---- ----- ---- ----- ---- ---- 6 13.42 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 7- 14.75 9.66 W2X4 ---- ----- --- ----- ---- ---- 8 14.75 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 9 16.08 9.69 W2X4 ---- ----- ---- ----- ---- ---- 10 16.08 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 11 17.41 9.72 W2X4 ---- ----- ---- ----- ---- ---- 12 17.42 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 13 18.75 9.74 W2X4 ---- ----- ---- ----- ---- ---- 14 18.75 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 15 20.08 9.77 W2X4 ---- ----- ---- ----- ---- ---- 16 20.08 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 17 21.41 9.80 W2X4 ---- ----- ---- ----- ---- ---- 18 21.42 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 19 22.75 9.83 W2X4 ---- ----- ---- ----- ---- ---- 20 22.75 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 21 24.08 9.86 W2X4 ---- ----- ---- ----- ---- ---- 22 24.08 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 23 25.41 9.88 W2X4 ---- ----- ---- ----- ---- ---- 24 25.42 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 25 26.35 8.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 26 26.35 9.90 W3X4 ---- ----- ---- ----- --•- ---- [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] 60 PLF @ 11.3 to 60 @ 26.2 (y=16.5)[ 67%] 20 PLF @,11.0 to 20 @ 26.5 [y= 5.0]( 0%] Brace [Wind Load #2][OC 24.00][DF 1.33][NM 1] Plywd -35 PLF @ 11.3 to -35 @ 14.3 [y=16.5][100%) Plywd -25 PLF @ 14.3 to -25 @ 23.2 [y=16.5][100%] Plywd -35 PLF @ 23.2 to -35 @ 26.2 (y=16.5)[100%] Plywd -5 PLF @ 11.0 to -5 @ 26.5 [y= 5.0][ 0%] Plywd Plywd Plywd Plywd Plywd Plywd Plywd Plywd Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph Diaph cI Diaph Diaph Diaph kv.Loeo-nuusc my uumi DAIttU/WILLIAMS - 63) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 9 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 :T2'2x4 SPF 1650f -1.5E: 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD.2x4SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, .'WEBS 2z4 HF,Stud :W.6, W8 2x4•SPF #1/#2: CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. MAX JT VERT DEFL: LL: 0.24" DL: 0.25" (SEE DWG 579,000) DEFLECTION MEETS L/360.00 LIVE AND 1_/240.00 TOTAL LOAD. RECOMMENDED CAMBER 3/8" PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 5 6-0 W3X10 = W3X4 = 0.25 W5X4 = T2 05X6 5-6-0 2-0-9 +8-0-0. W2X4III W3X4= W3X16- W4X4= W7X8= W2X4III W4X4 = IE .22-6-0 Over 2 Supports R=952 U=330 W=3.5 R=813 U=270 W=3'5" PLT TYP., Wave TPI -95. Design Criteria: TPI STD CA/3/-/3/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND T C L L 2 D. P S F R E F R6109-18774 * BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI '(TRUSS PLATE QED W. INSTITUTE. 583 D'ONOFRIO OR.. SUITE 200. MADISON, WI 53719),• FOR SAFETY•PRACTICES PRIOR TO PERFORMINGTHESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED- P tiF ` TC DL 10.0 P S F DATE 07 / 14[ 9 9 STRUCTURAL PANELS, BOTTOM CHORDSHALLHAVE APROPERLY ATTACHED RIGID CEILING. V 'u 1 1999 **IMPORTANT** FURNISH A.COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 101.0 P S F D R W CAUSR6109 99195011 -PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO - No. 800 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND - 8.3 B C L L 0 .0 P S F CA -ENG B F R/ G W H- A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICA 11 FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * TOT . L D . . 40.0 PSF S E Q N - 49695 - EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER p DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING' CIVI1- \P D U R . FAC . 1.25 FROM S8 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THETRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9 S.cnu U3nt0, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS TME RESPONSIBILITY OFTHE BUILDING DESIGNER, PER OF CAL%V: ANSI/TPI 11995 SECTION 2. SPACING 24.0" (99195011) [18774] [ALPINE] [UBC CODE] [83] [] [TCLL 20.0)[TCOL 10.0][BCOL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD)[OC 24.00)[DF 1.25][NM 1] ===Bearings=== [X-Loc)[React][Size) 60 PLF @ 4.3 to 60 @ 26.2 [y=16.5)[ 67%] [ 5.50][ 952][0.29] [26.21][ 813)[0.29) 20 PLF @ 4.0 to 20 @ 26.5 [y= 5.0][ 0%) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load #2)[OC 24.00][0 1.33][NM 1] 1- 4 31 -79 0.00 0.31 0.31 1 4 SPF #1/#2 21.57 1.21 Plywd -30 PLF @ 4.3 to -30 @ 7.3 [y=16.5][100%] 4- 6 903 -2455 0.08 0.35 0.43 1 4 SPF #1/#2 68.51 0.25 Plywd -24 PLF @ 7.3 to -24 @ 23.2 [y=16.5][100%] 6- 8 1009 -2719 0.21 0.53 0.74 1 4 SPF #1/#2 88.27 0.25 Plywd -30 PLF @ 23.2 to -30 @ 26.2 [y=16.5][100%] 8-10 999 -2692 0.16 0.64 0.80 1 4 SPF 1650f-1.5 88.29 0.01 Plywd -5 PLF @ 5.5 to -5 @ 26.5 [y= 5.0)[ 0%] 0- 3 4 -2 0.00 0.16 0.16 1 4 SPF #1/#2 19.75 0.00 Diaph 3- 5 273 -107 0.06 0.16 0.22 1 4 SPF #1/#2 68.50 0.00 Diaph 5- 7 2534 -935 0.57 0.19 0.76 1 4 SPF #1/#2 46.75 0.00 Diaph 7- 9 2534 -935 0.57 0.19 0.76 1 4 SPF #1/#2 45.00 0.00 Diaph 9-12 68 -27 0.02 0.21 0.23 1 4 SPF #1/#2 90.00 0.00 Diaph r. EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 2 4 HF Stud 62.50 0- 1 15 -32 0.02 1 4 HF Stud 62.50 1- 3 99 -38 0.03 1 4 HF Stud 18.28 3- 4 355 -902 0.17 1 4 HF Stud 12.48 4- 5 2243 -818 0.78 1 4 HF Stud 66.19 5- 6 171 -426 0.08 1 4 HF Stud 13.91 6- 9 183 -74 0.07 2 4 SPF #1/#2 87.12 8- 9 187 -445 0.08 1 4 HF Stud 15.79 9-10 2708 -1003 0.98 2 4 SPF #1/#2 85.90 10-11 0 0 0.00 1 4 HF Stud 62.50 10-12 297 -752 0.48 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 4.00 8.15 W2X4 0.02 L/999 0.03 L/999 0.00 0.00 1 4.15 9.30 W4X4 ---- ----- ---- ----- ---- ---- 2 4.15 13.50 ---- ----- ---- ----- ---- ---- 3 5.65 8.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 4 5.93 9.48 W3X10 ---- ----- ---- ----- ---- ---- 5 11.35 8.15 W3X16 0.17 L/999 0.34 L/730 0.00 0.00 6 11.64 9.60 W3X4 ---- ----- ---- ----- ---- ---- 7 15.25 8.15 W4X4 0.24 L/999 0.49 L/509 0.01 0.02 8 19.00 9.75 W5X4 ---- ----- ---- ----- ---- ---- 9 19.00 8.15 W7X8 0.20 L/999 0.41 L/615 0.02 0.03 10 26.35 9.75 W5X6 ---- ----- ---- ----- ---- ---- 11 26.35 13.50 ---- ----- ---- ----- ---- ---- (U 1043"1IUU Jt AULUUNI bAIKU/WILLIAMS - B5) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF 210Of-1.8E :.B2 2z4 SPF 1650f -1.5E: 'WEBS 2x4 HF Stud (A) CONTINUOUS -LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF.., Yt... 5-6-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, 100 MI.FROM COAST, CAT I, EXP.C, WIND TC DL=0.0 PSF, WIND BC DL=O.O PSF. MAX JT VERT DEFL: LL: 0.55" DL: -0.55 (SEE DWG 579,000) RECOMMENDED.CAMBER 1" CALCULATED VERTICAL DEFLECTION IS 0.55" DUE TO LIVE LOAD AND 0.55" DUE TO DEAD LOAD AT X = 13-03-00. W3X10= nJ+1+= "v A.'t= R=255 PLF U=79 PLF W=4-3-8 6-6-0 Over 2 Support W5X6 =— R=991 R=991 U=350 W=3.5" 5-6-0 8-0-0 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA /3/- 3 E - Scale =.25"/F **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE .D W, t, (t` TC LL 20.0 P S F R E F R6109-18775 'INSTITUTE, 563 D'O 40FRIO DR., SUITE 200, MADISON, NI 53719); FOR SAFETY PRACTICES PH IOR TO PERFORMING THESE FUNCTIONS. UNLESS 7L ` _ ' OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM y UiP TC DL 10.0 PSF DATE 07/ 14/99 CHORD SHALLHAVE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT** FURNISH *PRODUCTS, Jul 1 1999 .. A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED INC. SHALL NOT BE RESPONSIBLE B C D L 10.0 P S F D R W CAUSR6109 99195012 FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 00 5 A L P I'N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND' BRACING OF TRUSSES. TM IS DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NDS Ba B C L L 0.0 P S F CA -ENG B F R/ G W H (NATIONAL DESIGN SPE CIf IOATI ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP 1. ALPINE CONNECTORS ARE MADE OF 20GA ASTMA653GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . 40.0 PSF S E Q N - 49701 . Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CI JH. \P 9 Op CALiP D U R .FAC .- 1.25 FR0M S B SPACING 24.0" [99195012] [18775] [ALPINE] [UBC CODE] [85) [] [TCLL 20.0)[TCDL 10.0][BCOL 10.0)[8CLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD)[OC 24.00][DF 1.25](NM 1) ===bearings=== [X-Loc)[React][Size] ____= 60 PLF @ 0.3 to 60 @ 26.2 [y=16.5][ 67%] [ 0.00][ 1094][4.291 [26.21][ 991][0.29] 20 PLF @ 0.0 to 20 @ 26.5 [y= 5.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load #2)[OC 24 00][DF 1.33][NM 1) 1- 4 10 -22 0.00 0.46 0.46 1 4 SPF #1/#2 77.73 0.24 Plywd -30 PLF @ 0.3 to -30 @ 3.3 [y=16.5][100%] 4- 6 1350 -3627 0.32 0.47 0.80 1 4 SPF #1/#2 79.52 0.25 Plywd -24 PLF @ 3.3 to -24 @ 23.2 [y=16.5][100%] 6- 9 1371 -3721 0.34 0.47 0.80 1 4 SPF #1/#2 79.52 0.25 Plywd -30 PLF @ 23.2 to -30 @ 26.2 [y=16.5][100%] 9-10 8 -17 0.00 0.45 0.45 1 4 SPF #1/#2 77.80 0.24 Plywd -5 PLF @ 0.0 to -5 @ 26.5 [y= 5.0][ 0%] 0- 3 3341 -1269 0.32 0.54 0.86 1 4 SPF 2100f-1.8 51.50 0.00 Diaph 3- 5 3341 -1269 0.32 0.54 0.86 1 4 SPF 2100f-1.8 54.50 0.00 Diaph 5- 7 4245 -1585 0.41 0.32 0.73 1 4 SPF 2100f-1.8 53.00 0.00 Diaph 7- 8 4245 -1585 0.63 0.34 0.97 1 4 SPF 1650f-1.5 53.00 0.00 Diaph 8-12 3154 -1185 0.47 0.28 0.75 1 4 SPF 1650f-1.5 106.00 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace ~ 1- 2 0 0 0.00 1 4 HF Stud 62.50 0- 1 75 -156 0.10 1 4 HF Stud 62.50 0- 4 1286 -3390 0.89 1 4 HF Stud 81.25 2 CLB 4- 5 329 -92 0.11 1 4 HF Stud 23.88 5- 6 250 -658 0.40 1 4 HF Stud 61.26 6- 8 227 -559 0.24 1 4 HF Stud 49.53 8- 9 698 -228 0.24 1 4 HF Stud 28.33 9-12 1214 -3234 0.85 1 4 HF Stud 81.26 2 CLB 10-11 0 0 0.00 1 4 HF Stud 62.50 10-12 74 -153 0.10 1 4 HF Stud 62.50 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 8.15 W3X10 ---- ----- ---- ----- ---- ---- 1 0.15 9.36 W3X4 ---- ----- ---- ----- ---- ---- 2 0.15 13.50 ---- ----- ---- ----- ---- ---- 3 4.29 8.15 0.00.L/999 0.00 L/999 0.01 0.02 4 6.62 9.49 W3X8 ---- ----- ---- ----- ---- ---- 5 8.83 8.15 W3X6 0.39 L/749 0.78 L/372 0.02 0.04 6 13.25 9.63 W3X10 ---- ----- ---- ----- ---- ---- 7 13.25 8.15 HS414 0.55 L/534 1.10 L/265 0.03 0.06 8 17.67 8.15 W3X4 0.38 L/770 0.76 L/383 0.04 0.09 9 19.87 9.77 W6X8 ---- ----- ---- ----- ---- ---- 10 26.35 9.90 W3X4 ---- ----- ---- ----- ---- ---- 11 26.35 13.50 ---- ----- ---- ----- ---- ---- .ktI1046=nvUZ,t AUL.VUNI ISAIKU/WILLIAMS C1/DRAG/300 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 . WEBS 2x4"HF Stud :W1 2x6 HF 1650f -1.5E: :W2, W3; W6 2x4 SPF #1/#2: TRUSS TRANSFERS 100.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. HORIZONTAL LOAD IS DESIGNED TO BE TRANSFERRED INTO 3-3-0 CONTINUOUS BEARING ONLY. TOP CHORD MAY NOT BE NOTCHED OR CUT. W1 4-8-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 'LOADING ON THIS TRUSS CALCULATED BY JOB -DESIGNER, AND MODIFIED BY TRUSS FABRICATOR' 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 P,SF. SEE DWGS A7015E & GAB98117 FOR ADDITIONAL REQUIREMENTS. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X4 III W4X4 = W4X4 - W5x4 = W )A+ W3X6 = W3X4 III 4-8-0 1 6-1 8-0-0 LE 8-6-8 —I fE 30-0-0 Over 3 Supports R=163 PLF U=55 PLF W=3-3-0 R=352 PLF U=105 PLF W=2-8-0 Rh=+/ -900 plf R=295 PLF U=70 PLF W=5-7-0 Note: All Plates Are W2X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.25" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20 . 0 P S F R E F R6109-18778 • INSTITUTE,REFER TO HIS- 583 D 0N0FRIO DR. ANSUI TE NG 200?AHADISONNDWBRAC53719).PUFOR SSAFETY PR ACTICE S(TRUSS PR IDR PLATE TO O D w Fy PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED GJ P Z TC DL 10 .0 P S F DATE 07/15/99 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED J u l 1999 m B C D L 10 . 0 P S F D R W CAUSR6109 99196013 .PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 005 p BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND E ei 2 B C L L D. D P S F CA -ENG B F R/ G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN fOREST AIID PAPER ASSOCIATI011) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTE O. APPLY CONNECTORS TO # * T 0 T . L D . 40 .0 P S F S E 0 N - 24725 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG I"EER IMG civil_ D U R .FAC . 1 .25 FR0M SB Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento; CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Of CAUrc ANSI/TPI 1.1995 SECTION 2. SPACING 24.0" 9. [991960131[?????][ALPINE][UBC CODE][C1/DRAG/3000#][01843/HOUSE ACCOUNT BAIRD/WILLIAMS] [TOLL 20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 11 [X-Loc][React](Size) ____= 60 PLF @ 0.5 to 60 @ 29.7 [y=15.7][ 67%) [ 0.00][ 529][ 20h][3.25] [ 5.75][ 1647][5.58] [27.33][ 938)[2.67] 20 PLF @ 0.0 to 20 @ 30.0 [y= 5.0)[ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 2- 4 932 -593 0.15 0.16 0.31 2 4 SPF #1/#2 4- 6 669 -341 0.15 0.16 0.31 2 4 SPF #1/#2 6-10 538 -207 0.00 0.19 0.19 3 4 SPF #1/#2 10-14 2287 -387 0.47 0.13 0.59 2 4 SPF #1/#2 14-16 2063 -385 0.47 0.13 0.59 2 4 SPF #1/#2 16-19 1932 -386 0.38 0.30 0.69 2 4 SPF #1/#2 19-25 400 -1563 0.01 0.35 0.37 3 4 SPF #1/#2 25-27 389 -1737 0.02 0.54 0.56 3 4 SPF #1/#2 27-29 1456 -372 0.33 0.51 0.84 2 4 SPF #1/#2 0- 5 2865 -2872 0.11 0.05 0.16 3 4 SPF #1/#2 5- 9 1062 -1975 0.24 0.05 0.29 2 4 SPF #1/#2 9-11 1060 -1972 0.24 0.03 0.27 2 4 SPF #1/#2 11-15 1070 -1974 0.24 0.06 0.30 2 4 SPF #1/#2 15-18 777 -998 0.18 0.39 0.56 2 4 SPF #1/#2 18-20 777 -998 0.18 0.39 0.56 2 4 SPF #1/#2 20-22 788 -994 0.18 0.16 0.34 2 4 SPF #1/#2 22-24 1824 -436 0.41 0.08 0.49 2 4 SPF #1/#2 24-26 1825 -437 0.41 0.09 0.50 2 4 SPF #1/#2 26-28 1037 -278 0.23 0.22 0.46 2 4 SPF #1/#2 28-31 14 -49 0.00 0.22 0.22 2 4 SPF #1/#2 2- 3 621 -988 0.14 0.26 0.40 3 4 SPF #1/#2 3- 5 518 -1107 0.12 0.26 0.37 3 4 SPF #1/#2 5- 7 1079 -423 0.24 0.12 0.36 2 4 SPF #1/#2 7- 8 1093 -410 0.25 0.23 0.47 2 4 SPF #1/#2 8-10 1069 -375 0.24 0.23 0.47 2 4 SPF #1/#2 10-12 255 -1191 0.00 0.33 0.34 3 4 HF Stud 12-13 243 -1112 0.00 0.33 0.34 3 4 HF Stud 13-15 256 -1173 0.12 0.17 0.29 2 4 HF Stud 15-17 406 -1350 0.16 0.32 0.48 3 4 HF Stud 17-19 390 -1295 0.15 0.32 0.46 3 4 HF Stud 19-21 830 -237 0.19 0.28 0.47 3 4 SPF #1/#2 21-22 907 -282 0.20 0.28 0.49 3 4 SPF #1/#2 22-23 254 -825 0.06 0.79 0.84 3 4 HF Stud 23-25 244 -784 0.05 0.79 0.84 3 4 HF Stud [drag 1-r][OC 24.00][DF 1.25](NM 1) _ Length Pitch Brace 60 PLF @ 0.5 to 60 @ 29.7 [y=15.7][ 67%] 33.31 0.40 Plywd 20 PLF @ 0.0 to 20 @ 30.0 [y= 5.0][ 0%] 16.00 -0.25 Plywd 100 PLF @ 0.5 to 100 @ 15.0 L [y= 9.8][100%] 22.10 -0.25 Plywd 100 PLF @ 15.0 to 100 @ 29.7 L [y= 9.5][100%] 25.91 -0.25 Plywd -900 PLF @ 0.0 to -900 @ 3.2 L [y= 8.0)[ 67%] 16.00 -0.25 Plywd________________________ 28.71 -0.25 Plywd [drag r-1][OC 24.00)[DF 1.25][NM 1) 70.62 -0.25 Plywd 60 PLF @ 0.5 to 60 @ 29.7 [y=15.7][ 67%] 70.62 -0.25 Plywd 20 PLF @ 0.0 to 20 @ 30.0 [y= 5.0][ 0%] 72.39 -0.53 Plywd -100 PLF @ 0.5 to -100 @ 15.0 L [y= 9.8][100%] 38.80 0.00 Diaph -100 PLF @ 15.0 to -100 @ 29.7 L [y= 9.5][100%] 29.20 0.00 Diaph 900 PLF @ 0.0 to 900 @ 3.2 L [y= 8.0][ 67%] 16.00 0.00 Diaph____________________ 25.40 0.00 Diaph [Wind Load #2][OC 24.00][DF 1.33][NM 1] 26.60 0.00 Diaph -30 PLF @ 0.5 to -30 @ 3.5 [y=15.7)[100%) 12.00 0.00 Diaph -24 PLF @ 3.5 to -24 @ 26.7 [y=15.7][100%] 32.00 0.00 Diaph -30 PLF @ 26.7 to -30 @ 29.7 [y=15.7][100%) 32.00 0.00 Diaph -5 PLF @ 0.0 to -5 @ 30.0 [y= 5.0][ 0%] 38.60 0.00 Diaph________________________ 77.60 0.00 Diaph 31.80 0.00 Diaph 38.03 Bending Web - 38.03 -Bending Web - 39.16 -Bending Web - 39.16 -Bending Web - 39.16 -Bending Web - 39.16 -Bending Web - 39.16 -Bending Web - 39.16 -Bending Web - 38.55 -Bending Web - 38.55 -Bending Web - 38.55 -Bending Web - 38.55 -Bending Web - 37.98 -Bending Web - 37.98 -Bending Web- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 2 6 HF 1650f-1. 52.50 0- 2 445 -395 0.07 3 6 HF 1650f-1. 52.50 25-26 55 -293 0.08 2 4 HF Stud 37.98 26-27 577 -121 0.20 2 4 HF Stud 37.46 27-28 690 -2025 0.72 2 4 HF Stud 44.12 28-29 384 -1147 0.27 3 4 HF Stud 30.39 29-30 0 0 0.00 2 4 HF Stud 52.50 29-31 361 -101 0.13 3 4 HF Stud 52.50 3- 4 86 -243 0.05 2 4 HF Stud 17.63 6- 7 13 -41 0.01 2 4 HF Stud 12.48 8- 9 63 -46 0.02 3 4 HF Stud 15:43 11-12 42 -178 0.03 2 4 HF Stud 13.61 13-14 31 -142 0.03 2 4 HF Stud 13.31 16-17 36 -124 0.02 3 4 HF Stud 14.64 20-21 63 -230 0.04 2 4 HF Stud 15.49 23-24 33 -4 0.01 3 4 HF Stud 14.21 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 8.15 W3X4 ---- ----- ---- ----- ---- ---- 1 0.23 12.67 ---- ----- ---- ----- :--- ---- 2 0.23 9.82 W4X5 ---- ----- ---- ----- ---- ---- 3 2.93 8.45 W2X4 ---- ----- ---- ----- ---- ---- 4 3.00 9.92 W2X4 ---- ----- ---- ----- ---- ---- 5 3.23 8.15 W4X4 0.00 L/999 0.00 L/999 0.01 0.01 6 4.34 9.89 W2X4 ---- ----- ---- ----- ---- ---- 7 4.40 8.85 W2X4 ---- ----- ---- ----- ---- ---- 8 5.60 9.43 W2X4 ---- ----- ---- ----- ---- ---- 9 5.67 8.15 W2X4 0.00 L/999 0.00 L/999 0.01 0.01 10 6.18 9.85 W4X4 ---- ----- ---- ----- ---- ---- 11 7.00 8.15 W2X4 0.00 L/999 0.00 L/999 0.01 0.01 12 7.06 9.28 W2X4 ---- ----- ---- ----- ---- ---- 13 8.27 8.70 W2X4 ---- ----- ---- ----- ---- ---- 14 8.34 9.81 W2X4 ---- ----- ---- ----- ---- ---- 15 9.12 8.15 W4X4 0.00 L/999 0.00 L/999 0.01 0.02 16 9.67 9.78 W2X4 ---- ----- ---- ----- ---- ---- 17 9.73 8.56 W2X4 ---- ----- ---- ----- ---- ---- 18 11.33 8.15 0.00 L/999 0.00 L/999 0.02 0.02 19 12.06 9.73 W3X4 ---- ----- ---- ----- ---- ---- 20 12.33 8.15 W2X4 0.03 L/999 0.04 L/999 0.02 0.02 21 12.39 9.44 W2X4 ---- ----- ---- ----- ---- ---- 22 15.00 8.15 W5X4 0.07 L/999 0.10 L/999 0.02 0.03 23 17.61 9.33 W2X4 ---- ----- ---- ----- ---- ---- 24 17.67 8.15 W2X4 0.10 L/999 0.14 L/999 0.02 0.03 25 17.94 9.61 W5X4 ---- ----- ---- ----- ---- ---- 26 20.88 8.15 W3X4 0.09 L/999 0.12 L/999 0.03 0.04 27 23.83 9.48 W3X6 ---- ----- ---- ----- ---- ---- 01843"HOUSE ACCOUNT BAIRD/WILLI'AMS - C2) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: '70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF 2100f -1.8E NOT LOCATED -WITHIN 4.50 FT FROM ROOF EDGE, 100 MI FROM COAST, WEBS 2x4 HF. Stud :W1 2x6 HF 1650f -1.5E: CAT I, EXP C, WIND TC DL=0.0 PSF, WIND BC DL=0.0 PSF. :W9 2x4 SPF. #1/#2:• r` MAX JT VERT DEFL: LL: 0.57" DL: 0.58" (SEE DWG 579,000) - RECOMMENDED CAMBER 1" CA/3/-/3/E/-/- DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. Scale =.25" Ft. .**WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE CALCULATED VERTICAL DEFLECTION IS 0.57" DUE TO LIVE LOAD PROVIDE FOR COMPLETE DRAINAGE OF ROOF. -AND 0.58" DUE TO DEAD LOAD AT X = 15-00-00. W2X4 III "v AIV = w -+Al+= HJ414 = w,)A<+= w:)A0 W2X4111 , IE 30-0-0 Over 2 Supports W1 n 4-8-0 W2X4 III "v AIV = w -+Al+= HJ414 = w,)A<+= w:)A0 W2X4111 , IE 30-0-0 Over 2 Supports R=1173 U=390 W=3.5" R=1182 U=390 W=3.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/3/-/3/E/-/- Scale =.25" Ft. .**WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE w t, (E` T C L L 20 .O P S F R E F R6109-18779 ' INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO 0%_D ,7L `q .L •' PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. GJ P TC DL 10 .0 PSF DATE 07/14/99 ' **IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Jul 15 19 BC DL 10.0 PSF DRW CAUSR6109 99195013 ' • PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 5600 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND p B C LL 0 P S F CA -ENG BFR G W H ALPINE BRACING OF TRUSSES. THiS DESIGN CONFORMS VI I TH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 200 .0 / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST. AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . c - 40 .0 PSF F S E Q N - 49727 -. ' EACH FACE OF TRUSS, AND UNLESS OTHERWISE.LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIV I%- P D U R FAC. 1.25 F ROM S8 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS . Sacramento, CA 95828 BUILDING 11 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CF CALIF"- SPACING 24.0" ANSIO/TPITIF0995NSECTIONCULAR [99195013] [18779] [ALPINE] [UBC CODE] [C2] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD)(OC 24.00][DF 1.25](NM 1) [X-Loc][React][Size] ____= 60 PLF @ 0.5 to 60 @ 29.7 [y=15.7][ 67%] [ 0.00][ 1173](0.29] [29.71][ 1182][0.29] 20 PLF @ 0.0 to 20 @ 30.0 [y= 5.0][ 0%) EndPts MaxTen MaxComp AR BND CSI GLC S Grade Length Pitch Brace [Wind Load #2][OC 24 00][DF 1.33)[NM 1] 1- 4 841 -2299 0.12 0.61 0.72 1 4 SPF 1650f-1.5 89.04 -0.01 Plywd -30 PLF @ 0.5 to -30 @ 3.5 [y=15.7][100%] 4- 7 1912 -5213 0.43 0.49 0.92 1 4 SPF 1650f-1.5 88.27 -0.25 Plywd -24 PLF @ 3.5 to -24 @ 26.7 [y=15.7][100%] 7- 9 2111 -5755 0.43 0.41 0.84 1 4 SPF 2100f-1.8 88.27 -0.25 Plywd .-30 PLF @ 26.7 to -30 @ 29.7 [y=15.7][100%] 9-11 1163 -3179 0.17 0.55 0.72 1 4 SPF 2100f-1.8 90.04 -0.48 Plywd -5 PLF @ 0.0 to -5 @ 30.0 [y= 5.0][ 0%) 0- 3 156 -60 0.02 0.06 0.07 1 4 SPF 2100f-1.8 47.62 0.00 Diaph 3- 5 4206 -1569 0.41 0.13 0.53 1 4 SPF 210Df-1.8 88.25 0.00 Diaph 5- 6 5958 -2199 0.58 0.14 0.71 1 4 SPF 2100f-1.8 44.12 0.00 Diaph 6- 8 5958 -2199 0.58 0.14 0.71 1 4 SPF 2100f-1.8 44.13 0.00 Diaph 8 10 5118 1908 0.50 0.15 0.64 1 4 SPF 21001-1.8 88.25 0.00 Diaph 10-13 157 -60 0.02 0.04 0.06 1 4 SPF 2100f-1.8 47.62 0.00 Diaph EndPts MaxTen MaxComp AR GLC S Grade Length Brace 1- 2 0 0 0.00 1 6 HF 1650f-1. 52.50 0- 1 440 -1155 0.19 1 6 HF 1650f-1. 52.50 1- 3 2387 -871 0.83 1 4 HF Stud 45.96 3- 4 785 -2056 0.81 1 4 HF Stud 47.14 4- 5 1101 -375 0.38 1 4 HF Stud 47.14 5- 7 312 -812 0.31 1 4 HF Stud 46.52 7- 8 98 -226 0.09 1 4 HF Stud 46.52 8- 9 673 -213 0.23 1 4 HF Stud 45.98 9-10 800 -2080 0.78 1 4 HF Stud 45.98 10-11 3128 -1141 0.71 1 4 SPF #1/#2 45.49 11-12 0 0 0.00 2 4 HF Stud 52.50 11-13 442 -1158 0.54 1 4 HF Stud 52.50 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 8.15 W2X4 ---- ----- ---- ----- ---- ---- 1 0.23 9.82 W5X8 ---- ----- ---- ----- ---- ---- 2 0.23 12.67 ---- ----- ---- ----- ---- ---- 3 3.97 8.15 W3X10 0.22 L/999 0.44 L/821 0.00 0.00 4 7.65 9.82 W3X6 ---- ----- ---- ----- ---- ---- 5 11.32 8.15 W4X4 0.51 L/709 1.02 L/352 0.02 0.04 6 15.00 8.15 HS414 0.57 L/633 1.15 L/314 0.03 0.07 7 15.00 9.67 W5X4 ---- ----- ---- ----- ---- ---- 8 18.68 8.15 W3X4 0.53 L/681 1.06 L/338 0.05 0.10 9 22.36 9.51 W3X6 ---- ----- ---- ----- ---- ---- 10 26.03 8.15 W5X8 0.25 L/999 0.50 L/718 0.07 0.14 11 29.85 9.21 W5X8 ---- ----- ---- ----- ---- ---- 12 29.85 12.67 ---- ----- - ----- ---- ---- (01842• HOUSE ACCOUNT BAIRD/WILLIAMS C3) - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 70 MPH WIND', 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x4 HF Stud :W1 2x6 HF 1650f-1.5E: CAT I, EXP C; WIND TC DL'-0.0 PSF, WIND BC DL=0.0 PSF. SEE DWGS A7015E & GAB98117 FOR ADDITIONAL REQUIREMENTS. r DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. FASTEN RATED SHEATHING TO ONE FACE OF THIS TRUSS. W1 4-8-0 — 0.25 W5X4 W3X4 = 4-8-0 1 6-1 18-0-0 W3X4 = W5X4 30-0-0 Over*Continuous Support J R=78 PLF W=30-0-0 Note: All Plates Are W2X4 Except As Shown. PLT TYP.'Wave TPI-95 Design Criteria: TPI STD 18.2e8 CA/3/-/3/E/-/- Scale =.25" Ft.. —WARNING' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, 'SHIPPING. INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE e QFESs 04_ TC LL 20.0 PSF REF 'R6109-18886 INSTITUTE, 583 DFUNCTIONFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO tl W C T C D L 10.0 P S F DATE 07/14/99 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE—PROPERLY ATTACHED 1, n STRUCTURAL PANELS, BOTTOM CHORD SMALL MAY A PROPERLY ATTACHED RIGID CEILING. " " IMPORTANT" .FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL - 10.0 P S F D R W CAUSR6109 99195014 • PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR OM .THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TK TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO ALPINE BR ACING .OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 45 r a BC LL 0.0 PSF. CA-ENG BFR/CWC - SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 2001 CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS,NOTED. APPLY CONNECTORS TO * T 0 T . LD . _ 40.0 P S F S E Q N - 49758 - _ EACH FACE OF TRUSS, ANO UNLESS 0 TISISE.LOCATED ON THIS DESIGN, POSITION CONNECTORS PER CIY11. S DRAWINGS 160 A2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING 6 V D U R .-FAC . 1.25 F R 0 M S8 1!,ry Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT IFOR 99ANY SECTRTICULAR BUILDING IS THE'RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 2 4 . 0 " [99195014] [18886] [ALPINE] [UBC CODE] [C3] [] [TCLL 20.0][TCDL 10.0][BCDL 10.0][BCLL [X-Loc][React][Size] [ 0.00][ 2355][30.00] 0.0)[DF 1.25)[OC 24.0][NM 1] EndPts MaxTen MaxComp AR BND CSI GLC S Grade :'• 1- 4 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 4- 6 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 6- 8 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 8-10 1 -1 0.00 0.02 0.02 1 4 SPF #1/#2 10-12 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 12-14 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 14-16 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 16-18 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 18-20 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 20-22 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 22-24 1 -2 0.00 0.02 0.02 1 4 SPF #1/#2 24-26 1 -3 0.00 0.02 0.02 1 4 SPF #1/#2 26-28 1 -3 0.00 0.02 0.02 1 4 SPF #1/#2 28-30 2 -3 0.00 0.02 0.02 1 4 SPF #1/#2 30-32 2 -3 0.00 0.02 0.02 1 4 SPF #1-j#2 32-34 2 -3 0.00 0.02 0.02 1 4 SPF #1/#2 34-36 2 -4 0.00 0.02 0.02 1 4 SPF #1/#2 36-38 2 -4 0.00 0.02 0.02 1 4 SPF #1/#2 38-40 2 -4 0.00 0.02 0.02 1 4 SPF #1/#2 40-42 2 -4 0.00 0.02 0.02 V 4 SPF #1/#2 42-44 2 -4 0.00 0.02 0.02 1 4 SPF #1/#2 44-45 2 -4 0.00 0.02 0.02 1 4 SPF #1/#2 0- 3 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 3- 5 0 0 0.00 0.01 0.01 1 4 SPF #1/#2 5- 7 0 -1 0.00 0.01 0.01 1 4 SPF #1/#2 7- 9 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 9-11 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 11-13 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 13-15 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 15-17 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 17-19 1 -1 0.00 0.01 0.01 1 4 SPF #1/#2 19-21 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 21-23 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 23-25 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 25-27 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 27-29 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 29-31 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 31-33 2 -1 0.00 0.01 0.01 1 4 SPF #1/#2 33-35 3 -1 0.00 0.01 0.01 1 4 SPF #1/#2 35-37 3 -1 0.00 0.01 0.01 1 4 SPF #1/#2 37-39 3 -2 0.00 0.01 0.01 1 4 SPF #1/#2 39-41 3 -2 0.00 0.01 0.01 1 4 SPF #1/#'2 41-43 3 -2 0.00 0.01 0.01 1 4 SPF #1/#2 43-47 4 -2 0.00 0.01 0.01 1 4 SPF #1/#2 0- 1 12 -22 0.00 0.00 0.00 1 6 HF 1650f -1.5E EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 1 6 HF 1650f-1. 52.50 23-24 32 -80 0.02 1 4 HF Stud 14.79 45-46 0 0 0.00 1 4 HF Stud 52.50 45-47 15 -31 0.01 1 4 HF Stud 52.50 3- 4 46 -92 0.02 1 4 HF Stud 21.58 5- 6 38 -79. 0.02 1 4 HF Stud 21.25 7- 8 32 -80 0.02 1 4 HF Stud 20.92 9-10 32 80 0.02 1 4 HF Stud 20.58 11-12 32 -80 0.02 1 4 HF Stud 20.25 13-14 32 -80 0.02 1 4 HF Stud 19.92 15-16 32 -80 0.02 1 4 HF Stud 19.58 17-18 32 -80 0.02 1 4 HF Stud 19.25 19-20 32 -80 0.02 1 4 HF Stud 18.92 21-22 32 -80 0.02 1 4 HF Stud 18.58 25-26 32 -80 0.02 1 4 HF Stud 17.92 27-28 32 -80 0.02 1 4 HF Stud 17.58 29-30 32 -80 0.02 1 4 HF Stud 17.25 31-32 32 -80 0.02 1 4 HF Stud 16.92 33-34 32 -80 0.02 1 4 HF Stud 16.58 35-36 32 -80 0.02 1 4 HF Stud 16.25 37-38 32 -80 0.02 1 4 HF Stud 15.92 39-40 32 -80 0.02 1 4 HF Stud 15.58 41-42 37 -79 0.01 1 4 HF Stud 15.25 43-44 47 -93 0.02 1 4 HF Stud 14.92 Node X -Loc Y-Lbc 0 0.00 8.15 1 0.23 9.97 2 0.23 12.67 3 1.67 8.15 4 1.67 9.94 5 3.00 8.15 6 3.00 9.92 7 4.33 8.15 8 4.34 9.89 9 5.67 8.15 [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] 60 PLF @ 0.5 to 60 @ 29.7 [y=15.7][ 67%] 20 PLF @ 0.0 to 20 @ 30.0 [y= 5.0][ 0%] Length Pitch Brace [Wind Load #2][OC 24.00][DF 1.33][NM 1] 17.29 -0.21 Plywd -30 PLF @ 0.5 to -30 @ 3.5 [y=15.7][100%] 16.00 -0.25 Plywd -24 PLF @ 3.5 to -24 @ 26.7 [y=15.7][100%] 16.00 -0.25 Plywd -30 PLF @ 26..7 to -30 @ 29.7 [y=15.7][100%] 16.00 -0.25 Plywd -5 PLF @ 0.0 to -5 @ 30.0 [y= 5.0][ 0%] 16.00 -0.25 Plywd________________________ 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 16.00 -0.25 Plywd 18.22 -0.23 Plywd 20.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0._00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 16.00 0.00 Diaph 20.00 0.00 Diaph 52.50 -Bending Web - Plate deflY(L) def1Y(T) dxL dxT W2X4 ---- ----- ---- ----- ---- ---- W3X4 ---- ----- ---- ----- ---- ---- ---- W2X4 ---- 0.00 ----- L/999 ---- 0.00 ----- L/999 ---- 0.00 0.00 W2X4---- ----- ---- ----- ---- ---- W2X4 0.00 L/999 0.00 L/999 0.00 0.00 W2X4---- ----- ---- ----- ---- ---- W2X4 0.00 L/999 0.00 L/999 0.00 0.00 W2X4 ---- ----- ---- ----- ---- ---- W2X4 0.00 L/999 0.00 L/999 0.00 0.00